CN211735091U - Ultrahigh composite support system for high-pier cast-in-place box girder - Google Patents
Ultrahigh composite support system for high-pier cast-in-place box girder Download PDFInfo
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- CN211735091U CN211735091U CN201922491670.9U CN201922491670U CN211735091U CN 211735091 U CN211735091 U CN 211735091U CN 201922491670 U CN201922491670 U CN 201922491670U CN 211735091 U CN211735091 U CN 211735091U
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Abstract
The utility model relates to a high pier cast-in-place box girder ultrahigh combined type bracket system, which comprises a rock-socketed pile foundation, a bearing platform, a steel pipe column, a longitudinal and transverse hoop type connecting rod, a bowl buckle type scaffold and a prepressing soil bag; the rock-socketed pile foundation is arranged in the rock slope, a bearing platform is arranged at the top of the rock-socketed pile foundation, 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 flange plate is embedded at the top of the bearing platform, steel pipe columns are connected on the flange plate, longitudinal and transverse hoop type connecting rods are arranged among the steel pipe columns, an I-shaped steel lower cross beam, a bailey piece and an I-shaped steel distribution beam are sequentially installed at the top of the steel pipe columns, protective handrails are arranged around the I-shaped. The utility model has the advantages that: the utility model discloses a set up interim regularization support hoist and mount steel-pipe column, improve the installation effectiveness of steel-pipe column and the security of installation and construction by a wide margin, and interim regularization support simple installation can install and remove repeatedly fast.
Description
Technical Field
The utility model relates to a cast-in-place case roof beam superelevation combined type support system of high mound belongs to the bridge engineering field.
Background
With the continuous development of modern bridge construction technology, the construction technology of box girder pouring has also made great progress. The support pouring method is a mature box girder pouring construction method in box girder construction, has the advantages of convenient construction, simple technology, wide applicability, no need of a prefabricated field and the like, and is not only a main method for urban bridge construction, but also a preferred method for mountain bridge box girder pouring construction.
But traditional full hall support foundation treatment once only drops into the treatment cost height, and the foundation probably appears uneven settlement when adding construction load to cause the damage of concrete quality different degree, full hall support also can not satisfy the following traffic needs of bridge span simultaneously. In recent years, combined support construction methods have been used in engineering construction to replace single full-space support construction. The combined support improves the stability of the cast-in-place construction of the support and enables the construction to be more convenient. Compared with other methods, the combined bracket erected by the bowl buckle bracket and the large-diameter steel pipe column matched with the Bailey bracket is simple in construction, high in speed and reasonable in structural stress. Due to the superiority of the combined support, the combined support is more and more widely applied to engineering construction, particularly bridge construction across traffic lines. However, many difficulties still exist in the construction of the ultrahigh support under the conditions of complex and steep terrain, such as the installation of the ultrahigh steel pipe column, the hoisting of the pre-compaction soil bag, the construction of the bottom bearing platform and the like, and further research is needed.
In view of the above, there is a need for a high-pier cast-in-place box girder support system which is convenient to construct, good in support stability and outstanding in economic and technical benefits.
SUMMERY OF THE UTILITY MODEL
The utility model aims at overcoming the not enough among the prior art, providing a construction is convenient, and support stability is good, the cast-in-place case roof beam superelevation combined type support system of high mound that economic technology benefit is outstanding simultaneously.
The ultrahigh composite type bracket system of the high-pier cast-in-place box girder comprises a rock-socketed pile foundation, a bearing platform, a steel pipe column, a longitudinal and transverse hoop type connecting rod, a bowl buckle type scaffold and a pre-pressed soil bag; the rock slope is internally provided with a rock-socketed pile foundation, the top of the rock-socketed pile foundation is provided with a bearing platform, the top of the rock-socketed pile foundation is pre-embedded with a steel sleeve, bracket brackets are uniformly distributed on the outer wall of the steel sleeve, a flange plate is pre-embedded at the top of the bearing platform, steel pipe columns are connected on the flange plate, longitudinal and transverse hoop type connecting rods are arranged among the steel pipe columns, an I-steel lower cross beam, a bailey piece and an I-steel distribution beam are sequentially installed at the top of the steel pipe columns, protective railings are arranged around the I-steel distribution beam, a bowl-buckled scaffold is erected on the I-steel distribution; the steel pipe column is preliminarily connected with the bearing platform through the temporary setting bracket.
Preferably, the method comprises the following steps: the outer diameter of a steel sleeve embedded at the top of the rock-socketed pile foundation is the same as the pile diameter, the inner wall of the steel sleeve is provided with a connecting rib plate, and the outer wall of the steel sleeve is provided with a bracket connecting piece and a bracket is installed through the bracket connecting piece.
Preferably, the method comprises the following steps: the temporary setting support is composed of a bottom plate, an inclined strut, a buffering elastic sheet and a curved surface support plate, the four bottom plates are anchored on the top surface of the bearing platform in a pairwise symmetrical mode, the bottom plate is fixed on the top surface of the bearing platform through a bolt sleeve, the inclined strut with a rotating shaft is arranged on the bottom plate, the buffering elastic sheet is installed at the tail end of the inclined strut and connected with the curved surface support plate through a spring assembly, and the diameter of the inner wall of the curved surface support plate is the same as the outer.
Preferably, the method comprises the following steps: the flange plate at the top of the bearing platform mainly comprises a connecting flange, a flange connecting rod and a flange screw rod, wherein the connecting flange is positioned around the bottom of the steel pipe column, and the flange connecting rod and the flange screw rod are positioned in the bearing platform.
Preferably, the method comprises the following steps: the steel pipe column is provided with a longitudinal and transverse hoop type connecting rod and an oblique connecting rod between the steel pipe columns, the longitudinal and transverse hoop type connecting rod is composed of a transverse hoop type connecting rod and a longitudinal hoop type connecting rod, and the transverse hoop type connecting rod is connected into a whole through a penetrating type screw rod anchoring.
Preferably, the method comprises the following steps: the regularization cage be the cuboid form by shaped steel welding, regularization cage one side is provided with the opening and closing mouth, the opening and closing mouth passes through the bolt connection and fixes.
The utility model has the advantages that:
(1) the utility model discloses a set up interim regularization support hoist and mount steel-pipe column, improve the installation effectiveness of steel-pipe column and the security of installation and construction by a wide margin, and interim regularization support simple installation can install and remove repeatedly fast.
(2) The utility model discloses set up between the steel pipe column and indulge horizontal staple bolt formula connecting rod, further promote the stability of steel pipe column to improve the stability of whole support system.
(3) The utility model discloses a regularization cage handling pre-compaction soil bag improves support pre-compaction efficiency of construction by a wide margin, and regularization cage repeatedly usable, and economic benefits is showing.
Drawings
FIG. 1 is a construction schematic diagram of the high pier cast-in-place box girder ultrahigh composite support system of the utility model;
FIG. 2 is a schematic diagram of a temporary-sizing bracket according to the present invention;
FIG. 3 is a top view of the temporary-shaped support of the present invention;
fig. 4 is the installation schematic diagram of the vertical and horizontal hoop type connecting rod between the middle steel pipe columns of the utility model.
Description of reference numerals: 1-rock-socketed pile foundation; 2-a bearing platform; 3-transverse hoop type connecting rods; 4-a joist steel lower beam; 5-an i-beam distribution beam; 6-bowl-fastener type scaffold; 7-pre-pressing the soil bag; 8-forming a cage frame; 9-box girder template; 10-a guard rail; 11-beret; 12-a crane; 13-oblique connecting rod; 14-steel pipe column; 15-flange screw; 16-rocky slopes; 22-bracket; 24-connecting ribs; 25-a steel sleeve; 31-diagonal bracing; 32-a rotating shaft; 33-curved support plate; 34-a buffer shrapnel; 35-a connecting flange; 36-bolt sleeves; 37-flange link; 38-a bottom plate; 39-longitudinal hoop type connecting rod; 40-through screw.
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. 1-4, the high pier cast-in-place box girder ultrahigh composite support system comprises a rock-socketed pile foundation 1, a bearing platform 2, a steel pipe column 14, longitudinal and transverse hoop type connecting rods, a bowl-buckled scaffold 6 and a pre-pressed soil bag 7. An embedded rock pile foundation 1 is arranged in the rock slope 16, a bearing platform 2 is arranged at the top of the embedded rock pile foundation 1, a steel sleeve 25 is embedded at the top of the embedded rock pile foundation 1, bracket brackets 22 are uniformly distributed on the outer wall of the steel sleeve 25, a flange plate is embedded at the top of the bearing platform 2, steel pipe columns 14 are connected to the flange plate, longitudinal and transverse hoop type connecting rods are arranged among the steel pipe columns 14, an I-shaped steel lower cross beam 4, a bailey piece 11 and an I-shaped steel distribution beam 5 are sequentially installed at the top of the steel pipe column 14, a protective railing 10 is arranged around the I-shaped steel distribution beam 5, a bowl-type scaffold 6 is erected on the I-shaped steel distribution beam 5, a box beam template 9 is installed at the top of the; the steel pipe column 14 and the bearing platform 2 are primarily connected through a temporary setting bracket. The outer diameter of a steel sleeve 25 embedded in the top of the embedded rock pile foundation 1 is the same as the pile diameter, a connecting rib plate 24 is arranged on the inner wall of the steel sleeve 25, and a bracket connecting piece is arranged on the outer wall of the steel sleeve 24 and is used for installing a bracket 22.
The temporary setting support is composed of bottom plates 38, inclined struts 31, buffering elastic sheets 34 and curved surface support plates 33, the four bottom plates 38 are symmetrically anchored on the top surface of the bearing platform 2 in pairs, the bottom plates 38 are fixed on the top surface of the bearing platform 2 through bolt sleeves 36, the inclined struts 31 with rotating shafts 32 are arranged on the bottom plates 38, the buffering elastic sheets 34 are installed at the tail ends of the inclined struts 31, the buffering elastic sheets 34 are connected with the curved surface support plates 33 through spring assemblies, and the diameters of the inner walls of the curved surface support plates 33 are the same as the outer diameters of the steel pipe columns 14.
The flange plate at the top of the bearing platform 2 mainly comprises a connecting flange 35, a flange connecting rod 37 and a flange screw 15, wherein the connecting flange 35 is positioned around the bottom of the steel pipe column 14, and the flange connecting rod 37 and the flange screw 15 are positioned in the bearing platform 2.
And longitudinal and transverse hoop type connecting rods and oblique connecting rods 13 are arranged between the steel pipe columns 14, each longitudinal and transverse hoop type connecting rod is composed of a transverse hoop type connecting rod 3 and a longitudinal hoop type connecting rod 39, and the transverse hoop type connecting rods 3 are anchored and connected into a whole through penetrating type screws 40.
The regularization cage 8 by shaped steel welding cuboid form, regularization cage 8 one side is provided with the opening and closing mouth, the opening and closing mouth passes through the bolt connection and fixes.
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 1-2m 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 method comprises the steps of adopting a form of enlarging a foundation pouring cushion cap, excavating a part of surface soil, placing the excavated surface soil on hard bedrock, excavating a platform, and installing bracket brackets at equal intervals in an annular mode through bracket connecting pieces on a steel sleeve at the top of a rock-socketed pile foundation.
Before the steel pipe column is hoisted, a temporary setting bracket is firstly installed. Earlier through the pre-buried bolt sleeve mounting plate at cushion cap top, four two bisymmetry settings of bottom plate, installation bracing on the bottom plate, the bracing end has the buffering shell fragment, and the buffering shell fragment passes through spring assembly and is connected with the curved surface extension board, turns over the bracing through the pivot is outwards turned over after the installation is accomplished, the steel-pipe column hoist and mount construction of being convenient for.
The specification of a single steel pipe column is phi 630 multiplied by 10mm, the calculated length of the steel pipe column is spliced and welded on the ground in advance, a 25t crane is adopted to match with a shaped support to temporarily position and install after the steel pipe column is checked and accepted, the top elevation is designed according to the design requirement, and the horizontal elevation error of the whole support of the pier top is not more than 5 mm; the vertical degree is strictly controlled in the installation of the stand column bracket, and the deviation of the vertical degree in each direction is required to be not more than 10 mm.
Longitudinal, transverse and horizontal connecting rods are arranged among the steel pipe columns to connect the steel pipe columns into a whole, the height of the connecting rods is arranged downwards from the top of the temporary steel pipe pier in principle, the distance is 3-6m, the steel pipe columns can be properly adjusted according to the height of the steel pipe columns, and the steel pipe columns are reinforced and fixed by the longitudinal and transverse hoop type connecting rods; the bottom of the steel pipe column is anchored with the bearing platform through a flange.
And then, firstly, mounting a lower cross beam on the top of the steel pipe column, erecting Bailey pieces through the lower cross beam, wherein the transverse center distance of the Bailey pieces is 2.5-2.8m, mounting an I25I-shaped steel distribution beam on the top of the Bailey pieces, erecting a bowl-buckled scaffold on the I25I-shaped steel distribution beam, and mounting a box girder template on the top of the bowl-buckled scaffold.
After the support is installed, the support is pre-pressed, and the pre-pressing range is full span. The pre-compaction adopts the pre-compaction soil bag, and the pre-compaction soil bag adopts regularization cage frame shipment, distributes the load according to roof beam portion concrete weight distribution condition, and loading weight is 1.2 times of the case roof beam dead weight according to the designing requirement. The loading sequence is divided into two times according to the design, the first time of loading the first construction section, and the second time of loading the last construction section.
The utility model discloses a simulation construction is verified, steel-pipe column stability test research, hoist and mount scheme are than selected, and the cast-in-place case roof beam superelevation combined type support system of high mound that provides can effectively improve the efficiency of construction, has better economic technology benefit.
Claims (6)
1. The utility model provides a cast-in-place case roof beam superelevation combined type support system of high mound which characterized in that: comprises an embedded rock pile foundation (1), a bearing platform (2), a steel pipe column (14), a longitudinal and transverse hoop type connecting rod, a bowl buckle type scaffold (6) and a pre-pressing soil bag (7); an embedded rock pile foundation (1) is arranged in the rock slope (16), a bearing platform (2) is arranged at the top of the embedded rock pile foundation (1), a steel sleeve (25) is embedded at the top of the embedded rock pile foundation (1), bracket brackets (22) are uniformly distributed on the outer wall of the steel sleeve (25), a flange plate is embedded at the top of the bearing platform (2), steel pipe columns (14) are connected onto the flange plate, longitudinally and transversely hooped connecting rods are arranged among the steel pipe columns (14), an I-steel lower cross beam (4), a bailey sheet (11) and an I-steel distribution beam (5) are sequentially installed at the top of the steel pipe columns (14), protective railings (10) are arranged around the I-steel distribution beam (5), a bowl-buckled scaffold (6) is erected on the I-steel distribution beam (5), a box beam template (9) is installed at the top of the bowl-buckled scaffold (6), and a soil; the steel pipe column (14) is preliminarily connected with the bearing platform (2) through a temporary setting bracket.
2. The ultrahigh composite type bracket system of the high-pier cast-in-place box girder according to claim 1, characterized in that: the outer diameter of a steel sleeve (25) embedded at the top of the rock-socketed pile foundation (1) is the same as the pile diameter, a connecting rib plate (24) is arranged on the inner wall of the steel sleeve (25), and a bracket connecting piece is arranged on the outer wall of the steel sleeve (25) and a bracket (22) is installed through the bracket connecting piece.
3. The ultrahigh composite type bracket system of the high-pier cast-in-place box girder according to claim 1, characterized in that: the temporary setting support is composed of a bottom plate (38), an inclined strut (31), a buffering elastic sheet (34) and a curved surface support plate (33), the four bottom plates (38) are anchored on the top surface of a bearing platform (2) in a pairwise symmetrical mode, the bottom plate (38) is fixed on the top surface of the bearing platform (2) through a bolt sleeve (36), the inclined strut (31) with a rotating shaft (32) is arranged on the bottom plate (38), the buffering elastic sheet (34) is installed at the tail end of the inclined strut (31), the buffering elastic sheet (34) is connected with the curved surface support plate (33) through a spring assembly, and the diameter of the inner wall of the curved surface support plate (33) is the same as the outer.
4. The ultrahigh composite type bracket system of the high-pier cast-in-place box girder according to claim 1, characterized in that: the flange plate at the top of the bearing platform (2) mainly comprises a connecting flange (35), a flange connecting rod (37) and a flange screw (15), wherein the connecting flange (35) is positioned around the bottom of the steel pipe column (14), and the flange connecting rod (37) and the flange screw (15) are positioned in the bearing platform (2).
5. The ultrahigh composite type bracket system of the high-pier cast-in-place box girder according to claim 1, characterized in that: the steel pipe column is characterized in that a longitudinal and transverse hoop type connecting rod and an oblique connecting rod (13) are arranged between the steel pipe columns (14), the longitudinal and transverse hoop type connecting rod is composed of a transverse hoop type connecting rod (3) and a longitudinal hoop type connecting rod (39), and the transverse hoop type connecting rod (3) is anchored and connected into a whole through a penetrating type screw rod (40).
6. The ultrahigh composite type bracket system of the high-pier cast-in-place box girder according to claim 1, characterized in that: the sizing cage frame (8) is formed by welding profile steel into a cuboid, one side of the sizing cage frame (8) is provided with an opening and closing opening, and the opening and closing opening is connected and fixed through a bolt.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922491670.9U CN211735091U (en) | 2019-12-31 | 2019-12-31 | Ultrahigh composite support system for high-pier cast-in-place box girder |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922491670.9U CN211735091U (en) | 2019-12-31 | 2019-12-31 | Ultrahigh composite support system for high-pier cast-in-place box girder |
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| Publication Number | Publication Date |
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| CN211735091U true CN211735091U (en) | 2020-10-23 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201922491670.9U Active CN211735091U (en) | 2019-12-31 | 2019-12-31 | Ultrahigh composite support system for high-pier cast-in-place box girder |
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| CN (1) | CN211735091U (en) |
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| 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 |