CN214574092U - Prefabricated assembly bottom sealing structure for bearing platform concrete in tidal water - Google Patents

Prefabricated assembly bottom sealing structure for bearing platform concrete in tidal water Download PDF

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Publication number
CN214574092U
CN214574092U CN202023221813.3U CN202023221813U CN214574092U CN 214574092 U CN214574092 U CN 214574092U CN 202023221813 U CN202023221813 U CN 202023221813U CN 214574092 U CN214574092 U CN 214574092U
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prefabricated
type
steel
bearing platform
type prefabricated
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宁英杰
吴宏
杨延龙
白丽辉
黄祎涵
赵颖超
龚世文
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Zhejiang Communications Construction Group Co Ltd
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Zhejiang Communications Construction Group Co Ltd
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Abstract

The tidal water bearing platform concrete prefabricated assembled bottom sealing structure comprises a pile foundation and a steel casing, wherein the steel casing is sleeved on the pile foundation; i-shaped steel is fixedly connected between the adjacent steel protecting cylinders, and the steel protecting cylinders and the I-shaped steel form a bottom bracket; a plurality of bearing platform precast blocks are arranged on the I-shaped steel, and each bearing platform precast block corresponds to one pile foundation; splicing the bearing platform precast blocks to form a bearing platform structure, and reserving wet joints between the adjacent bearing platform precast blocks; compared with the prior art, through the setting of cushion cap prefabricated section, accessible concatenation and prefabricated mode carry out quick, convenient installation to the cushion cap, and be applicable to under the great environment of rivers, lower to the requirement of loop wheel machine, the cushion cap prefabricated section has better support bottom in the installation, the installation of being convenient for, the setting of preformed hole simultaneously, the buoyancy of tidal water in the construction from now on of better balance.

Description

Prefabricated assembly bottom sealing structure for bearing platform concrete in tidal water
Technical Field
The utility model belongs to the technical field of cushion cap processing, especially, relate to a back cover structure is assembled in cushion cap concrete prefabrication in tidal water.
Background
The bearing platform is a reinforced concrete platform which is arranged on the top of the pile foundation and is used for connecting the pile tops in order to bear and distribute the load transmitted by the pier body. The high pile cap is generally used for ports, docks, ocean engineering and bridge engineering, the low pile cap is generally used for industrial and civil house buildings, the pile head generally extends into the cap by 0.1 meter, and is anchored into the cap by steel bars, and columns or piers are built on the cap to form a complete force transmission system.
The cushion cap is the stake and post or mound contact part, and the cushion cap links several, even more than ten piles together and forms the pile foundation, and the cushion cap divide into high pile cushion cap and low pile cushion cap: the low pile cap is generally buried in the soil or partially buried in the soil, the high pile cap is generally exposed out of the ground or water, the high pile cap has a section of free length, no supporting bodies are arranged around the high pile cap to bear horizontal external force, the stress condition of the foundation pile is extremely unfavorable, the internal force and displacement of the pile body are larger than those of the low pile cap under the action of the same horizontal external force, and the stability of the low pile cap is poorer than that of the low pile cap.
In the existing bearing platform pouring process, a cofferdam and a foundation pit of the bearing platform are usually built, soil and mud are removed or water is pumped in the cofferdam, the bearing platform is poured and formed under the relatively dry condition, and when the bearing platform needs to be poured under the environment with large water flow or tidal water and the like, the cofferdam and the foundation pit are not suitable, and certain potential safety hazards exist due to large water flow.
SUMMERY OF THE UTILITY MODEL
The utility model relates to an overcome the defect among the above-mentioned prior art, provide a safe and reliable, the simple operation, the back cover structure is assembled in the construction efficient tidal water cushion cap concrete prefabrication and construction process thereof.
In order to achieve the above purpose, the utility model adopts the technical scheme that: the tidal water bearing platform concrete prefabricated assembled bottom sealing structure comprises a pile foundation and a steel casing, wherein the steel casing is sleeved on the pile foundation; i-shaped steel is fixedly connected between the adjacent steel protecting cylinders, and the steel protecting cylinders and the I-shaped steel form a bottom bracket; a plurality of bearing platform precast blocks are arranged on the I-shaped steel, and each bearing platform precast block corresponds to one pile foundation; and a plurality of the bearing platform precast blocks are spliced to form a bearing platform structure, and wet joints are reserved between the adjacent bearing platform precast blocks.
As a preferred scheme of the utility model, the cushion cap prefabricated section includes A type prefabricated section, B type prefabricated section, C type prefabricated section and D type prefabricated section, and the D type prefabricated section is located the middle part, and the A type prefabricated section is located the edge, and B type prefabricated section and C type prefabricated section are located the side, and A type prefabricated section, B type prefabricated section and C type prefabricated section encircle the setting of D type prefabricated section.
As an optimal scheme, A type prefabricated section, B type prefabricated section, C type prefabricated section and D type prefabricated section all are equipped with the circular steel form of pile foundation looks adaptation, and A type prefabricated section, B type prefabricated section and C type prefabricated section outer loop are around being provided with peripheral steel form, and are formed with the preformed hole on the A type prefabricated section.
As the utility model discloses an optimal scheme, the pile foundation that B type prefabricated section corresponds and the pile foundation array that D type prefabricated section corresponds arrange, and the pile foundation that A type prefabricated section corresponds and the pile foundation array that C type prefabricated section corresponds arrange, and the pile foundation that C type prefabricated section corresponds is crisscross to be arranged with the pile foundation that D type prefabricated section corresponds, and with the same reason B type prefabricated section is arranged with D type prefabricated section array, and A type prefabricated section and C type prefabricated section array arrange, and C type prefabricated section is crisscross to be arranged with D type prefabricated section.
As an optimal scheme of the utility model, the steel that the steel on the pile foundation that B type precast block corresponds protects a section of thick bamboo and the pile foundation that D type precast block corresponds protects and is equipped with cross arrangement's I-steel between the section of thick bamboo.
As a preferred scheme of the utility model, the I-steel both ends weld on adjacent steel protects a section of thick bamboo, and the I-steel level sets up, and the I-steel bottom is equipped with the bracing that the slope set up.
As an optimal scheme of the utility model, it is adjacent the wet seam of reserving between the cushion cap prefabricated section is 20 cm.
As an optimal scheme of the utility model, it is adjacent wet seam between the cushion cap precast block passes through steel bar welding, and installs the bottom template bottom the cushion cap precast block.
The construction process of the foundation cap concrete prefabricated assembled back cover structure in tidal water comprises the following steps:
step A: arranging a steel pile casing, drilling a pile foundation in the steel pile casing, partitioning the precast blocks of the bearing platform according to the size and the shape of the bearing platform, and reserving wet joints between the precast blocks of the adjacent bearing platform;
and B: i-shaped steel is welded on adjacent steel protecting cylinders, all the steel protecting cylinders are connected into a whole under the action of the I-shaped steel, and inclined struts connected with the steel protecting cylinders are welded below the I-shaped steel to form a bottom bracket of the bearing platform precast block;
and C: transporting all the bearing platform precast blocks to the site, and hoisting the bearing platform precast blocks onto the I-shaped steel through a crane;
step D: after the hoisting is finished, the position of the bearing platform precast block is measured and adjusted;
step E: welding the wet joints of the adjacent bearing platform precast blocks by using steel bars, and installing a bottom template to the bottom of the bearing platform precast block;
step F: and carrying out concrete pouring on a gap between the bearing platform precast block and the pile foundation.
As an optimal scheme of the utility model, it is adjacent the wet seam of reserving between the cushion cap prefabricated section is 20 cm.
The beneficial effects of the utility model are that, compare with prior art: through the setting of cushion cap prefabricated section, accessible concatenation and prefabricated mode carry out quick, convenient installation to the cushion cap, and be applicable to under the great environment of rivers, lower to the requirement of loop wheel machine, the cushion cap prefabricated section has better support bottom in the installation, the installation of being convenient for, the setting of preformed hole simultaneously, better balance is in the buoyancy of construction tidal water from now on.
Drawings
FIG. 1 is a schematic illustration of the assembly of a platform preform block;
FIG. 2 is a schematic structural view of the bottom bracket;
FIG. 3 is a schematic view of connection of an I-steel and a steel casing;
FIG. 4 is a schematic view of connection of an I-steel, a diagonal brace and a steel casing;
FIG. 5 is a schematic view of the hoisting of the bearing platform precast block;
FIG. 6 is a schematic structural view of a bottom form;
FIG. 7 is a layout diagram of upper-layer steel bars of an A-type precast block;
FIG. 8 is a layout view of lower reinforcing bars of the A-type precast block;
FIG. 9 is a layout diagram of upper steel bars of a B-type precast block;
FIG. 10 is a layout diagram of lower reinforcing bars of a B-type precast block;
FIG. 11 is a layout diagram of upper steel bars of the C-shaped precast block;
FIG. 12 is a layout view of lower reinforcing bars of the C-shaped precast block;
FIG. 13 is a layout view of upper reinforcing bars of the D-shaped precast block;
FIG. 14 is a layout view of lower layer steel bars of the D-shaped precast block;
reference numbers in the figures: the concrete pile comprises a pile foundation 1, a steel casing 2, I-shaped steel 3, a wet joint 4, a circular steel formwork 5, a peripheral steel formwork 6, a preformed hole 7, an inclined strut 8, a bottom formwork 9, a crane 10 and an auxiliary trestle 11.
Detailed Description
The following describes embodiments of the present invention in detail with reference to the accompanying drawings.
As shown in fig. 1-14, the tidal water bearing platform concrete prefabricated assembled back cover structure comprises a pile foundation 1 and a steel casing 2, wherein the steel casing 2 is sleeved on the pile foundation 1; the adjacent steel casing cylinders 2 are fixedly connected with I-shaped steel 3, and the steel casing cylinders 2 and the I-shaped steel 3 form a bottom bracket; a plurality of bearing platform precast blocks are arranged on the I-shaped steel 3, and each bearing platform precast block corresponds to one pile foundation 1; a plurality of cushion cap prefabricated blocks are spliced to form a cushion cap structure, and wet joints 4 are reserved between adjacent cushion cap prefabricated blocks.
The bottom-sealing concrete precast blocks are divided into blocks according to the size and the shape of the selected bearing platform, the number of the bearing platform precast blocks is designed according to the actual requirement,
the cushion cap prefabricated section includes A type prefabricated section, B type prefabricated section, C type prefabricated section and D type prefabricated section, and the D type prefabricated section is located the middle part, and the cross-section of D type prefabricated section is square structure, and the size of A type prefabricated section, B type prefabricated section and C type prefabricated section sets up according to the shape of cushion cap, and A type prefabricated section, B type prefabricated section and C type prefabricated section inboard also are right angle structure, and the outside limit of A type prefabricated section, B type prefabricated section and C type prefabricated section forms radian or linear structure according to the shape of cushion cap.
The A type prefabricated section is located the edge, B type prefabricated section and C type prefabricated section are located the side, and the A type prefabricated section, B type prefabricated section and C type prefabricated section encircle D type prefabricated section setting, the B type prefabricated section is located the minor face of cushion cap, the C type prefabricated section is located the long limit of cushion cap, the inboard of B type prefabricated section sets up towards D type prefabricated section, the both sides of B type prefabricated section set up towards A type prefabricated section, the inboard of C type prefabricated section sets up towards D type prefabricated section, the both sides of C type prefabricated section set up towards A type prefabricated section.
A type prefabricated section, B type prefabricated section, C type prefabricated section and D type prefabricated section all are equipped with the circular steel form 5 with pile foundation 1 looks adaptation, and A type prefabricated section, B type prefabricated section and C type prefabricated section outer loop are around being provided with peripheral steel form 6, and are formed with preformed hole 7 on the A type prefabricated section.
A type prefabricated section, B type prefabricated section, C type prefabricated section and D type prefabricated section middle part all is formed with a circular steel form 5, circular steel form 5's size is greater than the size of steel casing 2, A type prefabricated section reserves when prefabricating and sets up preformed hole 7, circular steel form 5 is at A type prefabricated section, B type prefabricated section, the setting is reserved when C type prefabricated section and D type prefabricated section are prefabricated, peripheral steel form 6 is at A type prefabricated section, B type prefabricated section, the setting is reserved when C type prefabricated section and D type prefabricated section are prefabricated, and peripheral steel form 6 assembles after A type prefabricated section, B type prefabricated section, C type prefabricated section and D type prefabricated section hoist and mount are accomplished.
Pile foundation 1 that B type prefabricated section corresponds is arranged with pile foundation 1 array that D type prefabricated section corresponds, and pile foundation 1 that A type prefabricated section corresponds and pile foundation 1 array that C type prefabricated section corresponds arrange, pile foundation 1 that C type prefabricated section corresponds is crisscross arrange with pile foundation 1 that D type prefabricated section corresponds, B type prefabricated section is arranged with D type prefabricated section array on the same principle, and A type prefabricated section and C type prefabricated section array arrange, C type prefabricated section and D type prefabricated section are crisscross arrange, A type prefabricated section and D type prefabricated section are crisscross arrange, C type prefabricated section and B type prefabricated section are crisscross arrange, A type prefabricated section and B type prefabricated section are crisscross arrange.
And cross I-shaped steel 3 is arranged between the steel casing 2 on the pile foundation 1 corresponding to the B-shaped precast block and the steel casing 2 on the pile foundation 1 corresponding to the D-shaped precast block.
For example, 6 h-beams 3 are arranged between 4D-shaped precast blocks arranged in an array, cross-arranged h-beams 3 are arranged between diagonally arranged D-shaped precast blocks, the cross-arranged h-beams 3 are located at the same horizontal height, and the cross-arranged h-beams 3 are welded and fixed.
The A-type precast block, the B-type precast block, the C-type precast block and the D-type precast block are subjected to reinforcement bar distribution graph design, the A-type precast block, the B-type precast block, the C-type precast block and the D-type precast block are subjected to reinforcement bar processing and concrete vertical mold pouring in a precast yard, and the A-type precast block, the B-type precast block, the C-type precast block and the D-type precast block are subjected to health preservation for 7 days.
In the reinforcing bar arrangement of A type prefabricated section, B type prefabricated section, C type prefabricated section and D type prefabricated section, the length of upper reinforcing bar is less than the length of lower floor's reinforcing bar, and the lower floor of A type prefabricated section, B type prefabricated section, C type prefabricated section and D type prefabricated section has better intensity for the upper strata to improve the stability between A type prefabricated section, B type prefabricated section, C type prefabricated section and D type prefabricated section bottom and I-steel 3.
3 both ends of I-steel weld on adjacent steel protects a section of thick bamboo 2, and 3 level settings of I-steel, and 3 bottoms of I-steel are equipped with the bracing 8 that the slope set up, and I-steel 3, bracing 8 and steel protect and form the triangle-shaped structure on the section of thick bamboo 2 to make I-steel 3, bracing 8 and steel protect and have better stability between the section of thick bamboo 2, 3 bottoms of I-steel even have two bracing 8, and I-steel 3, bracing 8 and steel protect and all pass through welded fastening between the section of thick bamboo 2.
The wet seam 4 of reserving between the adjacent cushion cap prefabricated section is 20cm, and wet seam 4 between the adjacent cushion cap prefabricated section passes through steel reinforcement welding, and cushion cap prefabricated section bottom installation bottom template 9, and bottom template 9 is the steel form structure, and the size of bottom template 9 sets up for the size according to wet seam 4, and bottom template 9 is used for supporting the concrete placement of wet seam 4 department.
In the actual construction process, the method comprises the following steps:
step A: set up steel and protect a section of thick bamboo 2 to beat in steel protects a section of thick bamboo 2 and establish pile foundation 1, divide the cushion cap prefabricated section according to cushion cap size of a dimension and shape, and reserve wet seam 4 between adjacent cushion cap prefabricated section, the position of pile foundation 1 is corresponding with the position of cushion cap prefabricated section, and a cushion cap prefabricated section corresponds a pile foundation 1, reserves 20cm wide wet seam 4 between the adjacent cushion cap prefabricated section.
Pile foundation 2 positions are given according to cushion cap position design, pile foundation 2 is beaten according to pile foundation 1 position and is established, the steel protects a 2 bottoms and transfers to soil layer department under water, again bore hole concreting in a 2 steel protects a 2, form pile foundation 1, protect a 2 for current steel, this steel protects a 2 and has longer length, the steel protects 2 tops of a section of thick bamboo and extends to the surface of water, prevent water to pile foundation 1 machine-shaping's influence, simultaneously after pile foundation 1 accomplishes, protect a 2 with the steel and carry out the girth processing, remaining steel protects a 2 and is used for welding I-steel 3 formation bottom bracket.
And B: the method comprises the steps that I-shaped steel 3 is welded on adjacent steel protection cylinders 2, all the steel protection cylinders 2 are connected into a whole under the action of the I-shaped steel 3, inclined struts 8 connected with the steel protection cylinders 2 are welded below the I-shaped steel 3, the inclined struts 8 form bracket structures of the I-shaped steel, bottom brackets of the bearing platform precast blocks are formed, all the I-shaped steel 3 are horizontally arranged, and on the same horizontal height, annular steel templates corresponding to the bearing platform structures are further welded on the upper edges of the steel protection cylinders 2.
And C: all the bearing platform precast blocks are transported to the site, the bearing platform precast blocks are hoisted to the I-steel 3 through the hoisting machine 10 to be hoisted for one time, the middle bearing platform precast block is hoisted preferentially, then the peripheral bearing platform precast blocks are hoisted, before hoisting, it is ensured that no pile foundation is provided with the inclined strut 8, the stability of the bearing platform precast blocks is ensured, and the hoisting of all the bearing platform precast blocks is completed.
Step D: and after the hoisting is finished, measuring and adjusting the position of the bearing platform precast block, measuring the position of the bearing platform precast block, ensuring that the height difference of each block is not more than 5cm, and adjusting the position of the bearing platform precast block when the error is large.
Step E: and (3) welding the wet joints 4 of the adjacent bearing platform precast blocks by reinforcing steel bars, installing the bottom template 9 at the bottoms of the bearing platform precast blocks, wherein the bottom template 9 is a steel template structure corresponding to the wet joints 4, so that concrete can be poured and supported in the wet joints 4 conveniently, and through holes corresponding to the steel pile casings 2 are formed in the bottom template 9.
Step F: and (3) carrying out concrete pouring on a gap between the bearing platform precast block and the pile foundation 1, and pouring concrete with the mark number not less than that of the bearing platform precast block.
The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention; thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Although the reference numerals in the figures are used more here: the method comprises the following steps of pile foundation 1, steel casing 2, I-steel 3, wet joint 4, circular steel formwork 5, peripheral steel formwork 6, preformed hole 7, inclined strut 8, bottom formwork 9, crane 10, auxiliary trestle 11 and the like, but the possibility of using other terms is not excluded; these terms are used merely to more conveniently describe and explain the nature of the present invention; they are to be construed in a manner that is inconsistent with the spirit of the invention.

Claims (8)

1. The tidal water bearing platform concrete prefabricated assembled bottom sealing structure comprises a pile foundation (1) and a steel casing (2), wherein the steel casing (2) is sleeved on the pile foundation (1); the steel protecting device is characterized in that I-shaped steel (3) is fixedly connected between the adjacent steel protecting cylinders (2), and the steel protecting cylinders (2) and the I-shaped steel (3) form a bottom bracket; a plurality of bearing platform precast blocks are arranged on the I-shaped steel (3), and each bearing platform precast block corresponds to one pile foundation (1); and a plurality of the bearing platform precast blocks are spliced to form a bearing platform structure, and wet joints (4) are reserved between the adjacent bearing platform precast blocks.
2. The prefabricated back cover structure that assembles of cushion cap concrete in tide water of claim 1, characterized in that, the cushion cap prefabricated section includes A type prefabricated section, B type prefabricated section, C type prefabricated section and D type prefabricated section, and the D type prefabricated section is located the middle part, and A type prefabricated section is located the corner, and B type prefabricated section and C type prefabricated section are located the side, and A type prefabricated section, B type prefabricated section and C type prefabricated section encircle D type prefabricated section setting.
3. The prefabricated assembly bottom-sealing structure of bearing platform concrete in tidal water according to claim 2, wherein the A-type precast block, the B-type precast block, the C-type precast block and the D-type precast block are respectively provided with a circular steel formwork (5) matched with the pile foundation (1), peripheral steel formworks (6) are arranged around the A-type precast block, the B-type precast block and the C-type precast block, and a preformed hole (7) is formed in the A-type precast block.
4. The prefabricated back cover structure of assembling of cushion cap concrete in tidal water according to claim 3, characterized in that pile foundation (1) that B type prefabricated section corresponds and pile foundation (1) array that D type prefabricated section corresponds are arranged, and pile foundation (1) that A type prefabricated section corresponds and pile foundation (1) array that C type prefabricated section corresponds are arranged, and pile foundation (1) that C type prefabricated section corresponds and pile foundation (1) that D type prefabricated section corresponds are crisscross to be arranged, and the B type prefabricated section is arranged with D type prefabricated section array on the same principle, and A type prefabricated section and C type prefabricated section array are arranged, and C type prefabricated section and D type prefabricated section are crisscross to be arranged.
5. The precast concrete assembled back cover structure of the bearing platform in the tidal water according to claim 4, wherein cross-arranged I-shaped steel (3) is arranged between the steel casing (2) on the pile foundation (1) corresponding to the B-shaped precast block and the steel casing (2) on the pile foundation (1) corresponding to the D-shaped precast block.
6. The precast concrete assembled back cover structure of the bearing platform in the tidal water according to claim 1, wherein two ends of the I-shaped steel (3) are welded on the adjacent steel pile casings (2), the I-shaped steel (3) is horizontally arranged, and the bottom of the I-shaped steel (3) is provided with an inclined strut (8).
7. The prefabricated assembly back cover structure for bearing platform concrete in tidal water as claimed in claim 1, wherein the wet joint (4) reserved between the adjacent bearing platform precast blocks is 20 cm.
8. The prefabricated assembly bottom-sealing structure of the underwater bearing platform concrete as claimed in claim 7, wherein wet joints (4) between adjacent bearing platform precast blocks are welded through steel bars, and a bottom template (9) is hung on the tops of the bearing platform precast blocks.
CN202023221813.3U 2020-12-28 2020-12-28 Prefabricated assembly bottom sealing structure for bearing platform concrete in tidal water Active CN214574092U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202023221813.3U CN214574092U (en) 2020-12-28 2020-12-28 Prefabricated assembly bottom sealing structure for bearing platform concrete in tidal water

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202023221813.3U CN214574092U (en) 2020-12-28 2020-12-28 Prefabricated assembly bottom sealing structure for bearing platform concrete in tidal water

Publications (1)

Publication Number Publication Date
CN214574092U true CN214574092U (en) 2021-11-02

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ID=78334742

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202023221813.3U Active CN214574092U (en) 2020-12-28 2020-12-28 Prefabricated assembly bottom sealing structure for bearing platform concrete in tidal water

Country Status (1)

Country Link
CN (1) CN214574092U (en)

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