CN211735473U - Anchor ear pile foundation bearing platform formwork system - Google Patents
Anchor ear pile foundation bearing platform formwork system Download PDFInfo
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- CN211735473U CN211735473U CN201922489890.8U CN201922489890U CN211735473U CN 211735473 U CN211735473 U CN 211735473U CN 201922489890 U CN201922489890 U CN 201922489890U CN 211735473 U CN211735473 U CN 211735473U
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Abstract
The utility model relates to a hoop pile foundation cushion cap formwork system, which comprises a rock-socketed pile foundation, a steel sleeve, a bracket, a bottom die and a side die; a rock-socketed pile foundation is arranged in the rock slope, a steel sleeve is embedded at the top of the rock-socketed pile foundation, bracket brackets are uniformly distributed on the outer wall of the steel sleeve, a bottom die of the bearing platform is arranged on the bracket brackets, and concrete is poured in a space enclosed by the bottom die and the side die to form the bearing platform; the embedded steel casing external diameter at the embedded rock-socketed pile foundation top be the same with the pile footpath, steel casing inner wall is equipped with the connection floor, is equipped with the floor preformed hole on the connection floor, the steel reinforcement cage owner muscle in the pile body passes floor preformed hole and connection floor welded connection, the steel casing outer wall is equipped with bracket connecting piece and installs bracket through bracket connecting piece. The utility model has the advantages that: the utility model discloses a solve under the complicated topography condition at the mode of the pre-buried steel sleeve in embedded rock pile foundation top, the stability and the security of cushion cap formwork are effectively guaranteed to the formwork difficult problem of steel-pipe column cushion cap to guarantee the cushion cap quality.
Description
Technical Field
The utility model relates to a staple bolt pile foundation cushion cap formwork system belongs to the bridge engineering field.
Background
China is a multi-mountain country, the area of the mountainous area is large and accounts for about 70% of the total area of national soil, and the mountainous area is mainly distributed in northeast, northwest, southwest, southeast and the like. With the development of national economy, particularly under the promotion of the western big development strategy, the construction center of the expressway in China is gradually shifted from east to west and from plain to mountain area. Due to the complex topography and geology of the mountain highway and the frequent large ground fluctuation, a bearing platform structure is inevitably required to be built on a steep slope when a bridge foundation is built. Considering that construction convenience and reduction cushion cap, excavation lead to the side slope protection, design, construction often raise the cushion cap to lead to the cushion cap unsettled down, the pile foundation exposes, this type of structure is when the cushion cap construction, and the formwork degree of difficulty is great, and construction quality is difficult to the accuse.
At present, the construction method of the suspended bearing platform mostly adopts the mode of filling rubbles in advance and pouring concrete to increase the foundation base of the suspended part as a bearing point or adopts a steel pipe bracket as the bearing point. The method has the advantages of large engineering quantity, great construction difficulty, incapability of building a manual operation platform and severe construction safety situation. In addition, a bracket or a preformed hole penetrating steel bar is embedded in the pile body, and then construction is carried out by using the mounting steel bar as a support, the quality of a pile head is greatly influenced by the mode of the preformed hole penetrating steel bar, the safety of later-stage support erection is reduced, and the traditional mode of embedding the bracket is poor in connection strength and has potential safety hazards.
In view of this, the invention is urgently needed to provide a hoop pile foundation cushion cap formwork system which is convenient and fast to construct, good in stability and outstanding in economic and technical benefits.
SUMMERY OF THE UTILITY MODEL
The utility model aims at overcoming not enough among the prior art, providing a staple bolt pile foundation cushion cap formwork system, can effectively improve the construction security, have better economic technology benefit.
The anchor ear pile foundation cushion cap formwork system comprises an embedded rock pile foundation, a steel sleeve, a bracket, a bottom formwork and a side formwork; the rock-socketed pile foundation is arranged in the rock slope, a steel sleeve is embedded at the top of the rock-socketed pile foundation, bracket brackets are uniformly distributed on the outer wall of the steel sleeve, a bottom die of the bearing platform is arranged on the bracket brackets, and concrete is poured in a space enclosed by the bottom die and the side die to form the bearing platform.
Preferably, the method comprises the following steps: the embedded steel casing external diameter at the embedded rock-socketed pile foundation top be the same with the pile footpath, steel casing inner wall is equipped with the connection floor, is equipped with the floor preformed hole on the connection floor, the steel reinforcement cage owner muscle in the pile body passes floor preformed hole and connection floor welded connection, the steel casing outer wall is equipped with bracket connecting piece and installs bracket through bracket connecting piece.
Preferably, the method comprises the following steps: the steel casing pipe at the top of the rock-socketed pile foundation is of a separated structure, the inner-layer steel casing pipe is arranged on the inner side of the steel reinforcement cage and is welded with the main reinforcement of the steel reinforcement cage, connecting screws are uniformly distributed on the outer wall of the inner-layer steel casing pipe, the outer-layer steel casing pipe is connected with the inner-layer steel casing pipe through the connecting screws, a bracket connecting piece is arranged on the outer wall of the outer-layer steel casing pipe and is used for installing a bracket through the bracket connecting piece, and the outer diameter of the outer-layer steel casing pipe is the same as.
Preferably, the method comprises the following steps: the bracket is provided with a profile steel distribution beam, and a bottom die of the bearing platform is laid on the profile steel distribution beam.
Preferably, the method comprises the following steps: the outer vertical surface of the side mold is provided with a side mold inclined strut, and the two symmetrical side molds are connected and fixed through a counter pull rod and a counter pull bolt.
The utility model has the advantages that:
(1) the utility model discloses a solve under the complicated topography condition at the mode of the pre-buried steel sleeve in embedded rock pile foundation top, the stability and the security of cushion cap formwork are effectively guaranteed to the formwork difficult problem of steel-pipe column cushion cap to guarantee the cushion cap quality.
(2) The utility model provides a pre-buried mode of two kinds of steel casings can be selected according to the condition and the requirement of difference, and the bracket joint strength of bracket of two kinds of modes all can satisfy cushion cap formwork requirement, and the mounting means is simple and convenient.
Drawings
FIG. 1 is a schematic view of the construction system of the bearing platform of the present invention;
FIG. 2 is a schematic view of the installation structure of the steel casing of the present invention;
fig. 3 is a schematic view of the installation structure of the split steel casing of the present invention.
Description of reference numerals: 1-rock-socketed pile foundation; 17-pair of pull rods; 18-side form diagonal bracing; 19-split bolts; 20-side die; 21-bottom die; 22-bracket; 23-a reinforcement cage; 24-connecting ribs; 25-a steel sleeve; 26-section steel distribution beam; 27-rib plate reserved holes; 28-inner steel sleeve; 29-connecting screw; 30-outer steel sleeve.
Detailed Description
The present invention will be further described with reference to the following examples. The following description of the embodiments is merely provided to aid in understanding the invention. It should be noted that, for those skilled in the art, without departing from the principle of the present invention, the present invention can be further modified and modified, and such modifications and modifications also fall within the protection scope of the appended claims.
Referring to fig. 1-3, the anchor ear pile foundation cushion cap formwork system comprises a rock-socketed pile foundation 1, a steel sleeve 25, a bracket 22, a bottom formwork 21 and a side formwork 20; the rock-socketed pile foundation 1 is arranged in the rock slope, a steel sleeve 25 is embedded in the top of the rock-socketed pile foundation 1, bracket brackets 22 are uniformly distributed on the outer walls of the steel sleeve 25, a bottom die 21 of the bearing platform is arranged on the bracket brackets 22, and concrete is poured in a space enclosed by the bottom die 21 and the side die 20 to form the bearing platform.
The embedded steel casing pipe 25 external diameter in 1 top of embedded rock pile foundation be the same with the pile footpath, steel casing pipe 25 inner wall is equipped with connecting rib plate 24, is equipped with floor preformed hole 27 on the connecting rib plate 24, the steel reinforcement cage owner muscle in the pile body passes floor preformed hole 27 and connecting rib plate 24 welded connection, steel casing pipe 25 outer wall is equipped with bracket connecting piece and installs bracket 22 through bracket connecting piece.
The bracket 22 is provided with a section steel distribution beam 26, and a bottom die 21 of a bearing platform is laid on the section steel distribution beam 26.
The outer vertical surface of the side mould 20 is provided with a side mould inclined strut 18, and the two symmetrical side moulds 20 are connected and fixed through a counter pull rod 17 and a counter pull bolt 19.
During construction, a total station is adopted for paying off the pile position of the rock-socketed pile foundation, the error between the pile position and the design position is guaranteed to be not more than 50mm, the error between pile foundations is not more than 100mm, bored cast-in-place piles with the diameter of 0.8m or 1.2m are adopted, 3 piles are arranged on each section, the distance between every two rows of piles in the middle of each section is 6m, each row of piles is 1-2 m away from a pier, and 4 rows of piles and 12 piles are arranged. The pile length is determined according to geological conditions, and a 3d control mode is adopted for a stratum in the pile foundation embedded.
The top steel sleeve of the reinforcement cage of the bored pile is welded with the main reinforcement of the reinforcement cage through the connecting ribbed slab on the inner wall, if a separated steel sleeve is adopted, the inner layer steel sleeve is firstly welded on the inner side of the main reinforcement of the reinforcement cage, then connecting screws are uniformly and vertically welded on the outer wall of the inner layer steel sleeve, the reinforcement cage is hung in a hole after the assembly is finished, and concrete is poured to form a pile.
The method comprises the steps of adopting a form of enlarging a foundation to pour a bearing platform, excavating a part of surface soil, placing the soil on hard bedrock, excavating a platform, installing bracket brackets on a steel sleeve at the top of a rock-socketed pile foundation in an equidistant annular mode through bracket connecting pieces (if a separated steel sleeve is adopted, connecting screws need to be chiseled out, then an outer steel sleeve is installed), after a profile steel distribution beam is laid on the bracket brackets, installing a bearing platform bottom mould, vertically installing bearing platform side moulds on the periphery of the bottom mould, installing side mould inclined struts on the outer vertical surfaces of the bearing platform side moulds, connecting and fixing symmetrical two side moulds through counter-pull rods, then binding reinforcing steel bars in a space enclosed by the bottom mould and the side moulds, embedding a flange plate and a bolt sleeve at the top of a steel reinforcement framework, and pouring C30 concrete.
The utility model discloses a simulation construction is verified, stability test research, scheme are selected than, and the staple bolt pile foundation cushion cap formwork system that provides can effectively improve the construction security, has better economic technology benefit.
Claims (5)
1. The utility model provides a staple bolt pile foundation cushion cap formwork system which characterized in that: comprises a socketed pile foundation (1), a steel sleeve (25), a bracket (22), a bottom die (21) and a side die (20); the rock-socketed pile foundation (1) is arranged in the rock slope, a steel sleeve (25) is embedded at the top of the rock-socketed pile foundation (1), bracket brackets (22) are uniformly distributed on the outer walls of the steel sleeve (25), a bottom die (21) of the bearing platform is arranged on the bracket brackets (22), and concrete is poured in a space enclosed by the bottom die (21) and the side die (20) to form the bearing platform.
2. The hoop pile foundation cushion cap formwork system of claim 1, wherein: the embedded steel casing pipe (25) external diameter in embedded rock-socketed pile foundation (1) top be the same with the stake footpath, steel casing pipe (25) inner wall is equipped with connection floor (24), is equipped with floor preformed hole (27) on connection floor (24), the steel reinforcement cage owner muscle in the stake body passes floor preformed hole (27) and connection floor (24) welded connection, steel casing pipe (25) outer wall is equipped with bracket connecting piece and through bracket connecting piece installation bracket (22).
3. The hoop pile foundation cushion cap formwork system of claim 1, wherein: steel casing pipe (25) at embedded rock pile foundation (1) top be the disconnect-type structure, inlayer steel casing pipe (28) set up in steel reinforcement cage (23) inboard and with steel reinforcement cage owner muscle welded connection, evenly lay connecting screw (29) on inlayer steel casing pipe (28) outer wall, outer steel casing pipe (30) are connected with inlayer steel casing pipe (28) through connecting screw (29), outer steel casing pipe (30) outer wall is equipped with bracket connection spare and through bracket connection spare installation bracket (22), outer steel casing pipe (30) external diameter is the same with the pile footpath of embedded rock pile foundation (1).
4. The hoop pile foundation cushion cap formwork system of claim 1, wherein: the bracket (22) is provided with a section steel distribution beam (26), and a bottom die (21) of the bearing platform is laid on the section steel distribution beam (26).
5. The hoop pile foundation cushion cap formwork system of claim 1, wherein: the outer vertical surface of the side mold (20) is provided with a side mold inclined strut (18), and the two symmetrical side molds (20) are connected and fixed through a counter pull rod (17) and a counter pull bolt (19).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922489890.8U CN211735473U (en) | 2019-12-31 | 2019-12-31 | Anchor ear pile foundation bearing platform formwork system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922489890.8U CN211735473U (en) | 2019-12-31 | 2019-12-31 | Anchor ear pile foundation bearing platform formwork system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN211735473U true CN211735473U (en) | 2020-10-23 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201922489890.8U Active CN211735473U (en) | 2019-12-31 | 2019-12-31 | Anchor ear pile foundation bearing platform formwork system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN211735473U (en) |
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2019
- 2019-12-31 CN CN201922489890.8U patent/CN211735473U/en active Active
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| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 610041 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee after: Sichuan Communications Construction Group Co.,Ltd. Address before: 610041 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee before: SICHUAN JIAOTOU CONSTRUCTION ENGINEERING Co.,Ltd. |
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| CP01 | Change in the name or title of a patent holder | ||
| CP03 | Change of name, title or address |
Address after: 610047 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee after: Sichuan Communications Construction Group Co.,Ltd. Address before: 610041 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee before: Sichuan Communications Construction Group Co.,Ltd. |
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| CP03 | Change of name, title or address |