CN203795315U - High pier cable-stayed bridge No.0 block non-bracket construction structure - Google Patents
High pier cable-stayed bridge No.0 block non-bracket construction structure Download PDFInfo
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- CN203795315U CN203795315U CN201420074988.1U CN201420074988U CN203795315U CN 203795315 U CN203795315 U CN 203795315U CN 201420074988 U CN201420074988 U CN 201420074988U CN 203795315 U CN203795315 U CN 203795315U
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- anchor
- spandrel girder
- bridge
- bearing
- stayed bridge
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Abstract
The utility model provides a high pier cable-stayed bridge No.0 block non-bracket construction structure, and relates to the field of high pier cable-stayed bridge construction. The structure comprises a main tower cross beam, bearing beams and a suspension system. A bottom die system and a side die system are suspended at the lower end of the suspension system. The structure further comprises rear anchor systems and two base beams. The two base beams are paid in parallel in the transverse direction of a bridge, one base beam is paid on the main tower cross beam, the other base beam is laid on a newly-poured section, and the bearing beams are erected on the two base beams. The rear anchor systems are located above the base beams, one end of each bearing beam is anchored to the main tower cross beam through the corresponding rear anchor system, the other end of each bearing beam extends to the outside of the main tower cross beam, and another suspension system is installed on an extended bearing beam. By the adoption of the structure, ultrahigh and extra-large steel tube stand column supports or steel corbel brackets are not needed, stay cables are not need, construction cost and construction requirements are lowered, and the problem that No.0 blocks high away from the ground and provided with ultralong sections are difficult to construct is solved.
Description
Technical field
The utility model relates to high pier CONSTRUCTION OF CABLE-STAYED BRIDGE field, is specifically No. 0 piece erection without scaffolding structure of a kind of high pier cable stayed bridge.
Background technology
Growing along with transportation network, also has higher requirement to the span ability of bridge, and the large-scale cable stayed bridge of crossing over river valley, mountains and rivers also arises at the historic moment.And in building the process of this large span stayed-cable bridge, the construction of No. 0 piece of concrete girder seems again especially important.Conventional No. 0 piece constructing structure of cable-stayed bridge main-beam is the constructing structure that adopts the constructing structure of the other floor stand of pier or steel corbel bracket is installed.Front kind of constructing structure is for No. 0 piece very high apart from ground, the other floor stand of pier adopting not only requires certain vertical bearing capacity, also will have the horizontal bending moment causing to wind load resistance, thereby cause, to land the very high cross section of steel pipe support height very large, takes material expense material; Rear a kind of constructing structure is for No. 0 piece of long Segmental, and what require to have a lot of very large built-in fittings and steel corbel to do is very large.Obviously, these two kinds of constructing structures are all not suitable for adjusting the distance, and ground is very high, No. 0 piece construction of sections overlength.
At present, the constructing structure of relative ideal is the front fulcrum that utilizes the lower support type mould bases that king-tower suspension cable builds as No. 0 piece.But the construction prerequisite of this structure is to have to utilize suspension cable, if there is no available existing suspension cable, certainly will want new system drag-line and drag-line to exert an influence to agent structure.
Utility model content
For the defect existing in prior art, the purpose of this utility model is to provide a kind of high pier cable stayed bridge No. 0 piece erection without scaffolding structure, reduce construction cost and construction requirement, solved the problem that ground is very high, No. 0 piece of sections overlength is difficult to construction of adjusting the distance.
For reaching above object, the technical scheme that the utility model is taked is: No. 0 piece erection without scaffolding structure of a kind of high pier cable stayed bridge, comprise beam of main tower, spandrel girder and hangar system, and described hangar system lower end hangs bed die system and side form system.Wherein, also comprise rear anchor system and two bearing beams, described two bearing beams are along direction across bridge parallel laid, and one is layed on beam of main tower, and it is segmented upper that another is layed in new cast, the added spandrel girder that is provided with of bearing beam; Described rear anchor system is positioned at bearing beam top, and spandrel girder one end is anchored on beam of main tower by rear anchor system, and the spandrel girder other end extends to outside beam of main tower, on the spandrel girder of extension, hangar system is installed.
On the basis of technique scheme, the space forming between described bed die system and side form system is to be cast segmented, and described to be cast segmented after casting complete, to form new cast segmented.
On the basis of technique scheme, described rear anchor system comprises the first rear anchor anchor beam, the first jack, the second rear anchor anchor beam and a plurality of anchor rod.Described the first rear anchor anchor beam is laid and is anchored on spandrel girder by anchor rod along direction across bridge, and wherein at least one anchor rod upper end is provided with the first jack and the second rear anchor anchor beam, and the first jack is between the first rear anchor anchor beam and the second rear anchor anchor beam.
On the basis of technique scheme, described anchor rod is finish rolling deformed bar.
On the basis of technique scheme, described hangar system comprises hanging anchor beam, the second jack, top rail and suspension rod.Described top rail is layed on spandrel girder along direction across bridge, and hanging anchor beam is along vertical bridge to being pressed on top rail, and the second jack is pressed on hanging anchor beam, and another hanging anchor beam is pressed on the second jack, and described suspension rod is successively through hanging anchor beam and top rail.
On the basis of technique scheme, described spandrel girder is assembled by Bailey beam, and is welded with reinforcement montant at the stressed fulcrum place of Bailey beam.
On the basis of technique scheme, described bearing beam is comprised of supporting beam and a plurality of cushion block, and cushion block pad is under supporting beam.
The beneficial effects of the utility model are:
1, adopt this constructing structure, in work progress, No. 0 block concrete cast of long Segmental is divided into a plurality of short segments and completes, alleviated the weight of single cast sections, reduced construction equipment, reduced difficulty of construction.
2, adopt this constructing structure, recycle assembling rod member in work progress, and this rod member can be according to No. 0 piece section form flexible arrangement, form of structure is stressed clearly, construction is easily gone, economic and practical.
3, this constructing structure is applied widely, directly utilize fixedly spandrel girder of beam of main tower, without setting up in addition support, applicable to superelevation Main Pier of Bridges, cannot adopt No. 0 piece construction of the other floor stand of pier, steel corbel bracket, also be specially adapted to without No. 0 piece construction of the available high pier cable stayed bridge of king-tower suspension cable.
Accompanying drawing explanation
Fig. 1 is the elevation of No. 0 piece erection without scaffolding structure of the high pier cable stayed bridge of the utility model;
Fig. 2 is the cross-sectional drawing of Fig. 1;
Fig. 3 is the elevation of rear anchor system and bearing beam combination;
Fig. 4 is the cross-sectional drawing of Fig. 3;
Fig. 5 is the elevation of hangar system and bed die system, side form system in combination;
Fig. 6 is the cross-sectional drawing of Fig. 5;
Fig. 7 is spandrel girder elevation.
Reference numeral:
Beam of main tower 1; New cast segmented 2; To be cast segmented 3; Spandrel girder 4, Bailey beam 401, strengthens montant 402; The rear anchor anchor beam 503 of rear anchor anchor beam 501, the first jack 502, the second of rear anchor system 5, the first, anchor rod 504; Hangar system 6, hanging anchor beam 601, the second jack 602, top rail 603, suspension rod 604; Bed die system 7; Side form system 8; Bearing beam 9, supporting beam 901, cushion block 902.
The specific embodiment
Below in conjunction with accompanying drawing, embodiment of the present utility model is described in further detail.
No. 0 piece erection without scaffolding structure of a kind of high pier cable stayed bridge of the utility model is applicable to No. 0 piece of overlength to be divided into a plurality of segmented 3 constructions of pouring into a mould to be cast.As depicted in figs. 1 and 2, this structure specifically comprises beam of main tower 1, spandrel girder 4, rear anchor system 5, hangar system 6, bed die system 7, side form system 8 and the bearing beam 9 of having built.Described bearing beam 9 is two, along direction across bridge parallel laid, for supporting 4, one of spandrel girders, is layed on beam of main tower 1, and another is layed in new cast segmented 2, and described new cast segmented 2 is formed after upper segmented 3 casting completes to be cast.Spandrel girder 4 is set up on two bearing beams 9.Described rear anchor system 5 is positioned at two bearing beam 9 tops and one end of spandrel girder 4 is anchored on beam of main tower 1.The other end of spandrel girder 4 extends to outside beam of main tower 1, described hangar system 6 hangings are on the spandrel girder 4 extending, and hang bed die system 7 and side form systems 8 in hangar system 6 lower ends, and between bed die system 7 and hangar system 6, being flexibly connected, side form system 8 is arranged in bed die system 7.Between bed die system 7 and side form system 8, formed space is to be cast segmented 3.
As shown in Figure 3 and Figure 4, rear anchor system 5 comprises the first rear anchor anchor beam 501, the rear anchor anchor beam 503 of the first jack 502, second and a plurality of anchor rod 504.Described the first rear anchor anchor beam 501 is laid and is anchored on spandrel girder 4 by anchor rod 504 along direction across bridge.In order to realize the pretension of anchor rod 504, the first jack 502 and the second rear anchor anchor beam 503 are set in the upper end of at least one anchor rod 504, and the first jack 502 is between the first rear anchor anchor beam 501 and the second rear anchor anchor beam 503.Bearing beam 9 is comprised of supporting beam 901 and a plurality of cushion block 902, and cushion block 902 pads are supporting beam 901 times.When after installing, anchor system 5 is for anchoring spandrel girder 4, the anchor rod 504 of rear anchor system 5 is by the supporting beam 901 through bearing beam 9.
As shown in Figure 5 and Figure 6, hangar system 6 comprises hanging anchor beam 601, the second jack 602, top rail 603 and suspension rod 604.Described top rail 603 is layed on spandrel girder 4 along direction across bridge, and hanging anchor beam 601 is along vertical bridge to being pressed on top rail 603, and the second jack 602 is pressed on hanging anchor beam 601, and another hanging anchor beam 601 is pressed on the second jack 602.Suspension rod 604 is successively through hanging anchor beam 601 and top rail 603 and hanging bed die system 7 and side form systems 8 in suspension rod 604 lower ends.
As shown in Figure 7, spandrel girder 4 is assembled by assembling rod member Bailey beam 401.Because the local montant support reaction of Bailey beam in work progress 401 is larger, in order to improve the stressed of fulcrum place montant, according to Force Calculation, in the welding of indivedual fulcrums place, strengthen montant 402.
While utilizing constructing structure of the present utility model to construct, specifically comprise following construction sequence:
S1. No. 0 piece is divided into a plurality of to be cast segmentedly 3, lays two bearing beams 9 on the beam of main tower 1 of having poured into a mould, set up spandrel girder 4 on bearing beam 9, described two bearing beams 9, along direction across bridge parallel laid, are used for supporting spandrel girder 4; Anchor system 5 after installing one above the bearing beam 9 near beam of main tower 1 center, for being anchored in beam of main tower 1 by one end of spandrel girder 4; The other end of spandrel girder 4 extends to outside beam of main tower 1, on the spandrel girder 4 extending, hangar system 6 is installed, and hangs bed die system 7 and side form system 8 in hangar system 6 lower ends; After each parts install, start to pour into a mould one to be cast segmented 3, after these segmented 3 casting completes to be cast, form new cast segmented 2.
S2. new cast segmented 2 to be formed reaches after design strength, removes the suspension rod 604 of hangar system 6, decline bed die system 7, side form system 8; To spandrel girder 4 bearing of trends, move hangar system 6 to the next one segmented 3 correspondence position to be cast, and a mobile in the same way bearing beam 9 near hangar system 6 is to segmented 2 places of new cast.
S3. the suspension rod 604 of the hangar system 6 of stretch-draw after moving is adjusted bed die system 7 absolute altitudes, reaches fastening hangar system 6 after formwork erection absolute altitude preset value; After installing above bearing beam 9 after movement, anchor system 5 is for anchoring; Cast next to be cast segmented 3; After completing cast, remove the rear anchor system 5 near bearing beam 9 tops of hangar system 6.
S4. repeat above-mentioned steps S2-S3, until all parts of installing are finally removed in all to be cast segmented 3 being poured of No. 0 piece.
In whole work progress, the direction across bridge of spandrel girder 4 is according to No. 0 piece section form flexible arrangement; The vertical bridge of spandrel girder 4 passes through the corresponding lengthening of splicing of Bailey beam to the continuous lengthening along with No. 0 piece.
In the present embodiment, described anchor rod 504 is preferably finish rolling deformed bar, the rear anchor anchor beam 503 of the first rear anchor anchor beam 501, second, supporting beam 901, hanging anchor beam 601 and top rail 603 are put together by a pair of shaped steel, and between two shaped steel, have space, this space is used for penetrating anchor rod 504 or suspension rod 604.
The utility model is not limited to above-mentioned preferred forms; anyone can draw other various forms of products under enlightenment of the present utility model; no matter but do any variation in its shape or structure; every have identical with a utility model or akin technical scheme, all within its protection domain.
Claims (7)
1. No. 0 piece erection without scaffolding structure of one kind high pier cable stayed bridge, comprise beam of main tower (1), spandrel girder (4) and hangar system (6), described hangar system (6) lower end hangs bed die system (7) and side form system (8), it is characterized in that: also comprise rear anchor system (5) and two bearing beams (9), described two bearing beams (9) are along direction across bridge parallel laid, one is layed on beam of main tower (1), it is upper that another is layed in new cast segmented (2), the added spandrel girder (4) that is provided with of bearing beam (9); Described rear anchor system (5) is positioned at bearing beam (9) top, and spandrel girder (4) one end is anchored on beam of main tower (1) by rear anchor system (5); Spandrel girder (4) other end extends to outside beam of main tower (1), and hangar system (6) is installed on the spandrel girder of extension (4).
2. No. 0 piece erection without scaffolding structure of a kind of high pier cable stayed bridge as claimed in claim 1, it is characterized in that: the space forming between described bed die system (7) and side form system (8) is segmented (3) to be cast, described segmented (3) to be cast form new cast segmented (2) after casting complete.
3. No. 0 piece erection without scaffolding structure of a kind of high pier cable stayed bridge as claimed in claim 1, it is characterized in that: described rear anchor system (5) comprises the first rear anchor anchor beam (501), the first jack (502), the second rear anchor anchor beam (503) and a plurality of anchor rod (504), described the first rear anchor anchor beam (501) is laid and is passed through anchor rod (504) along direction across bridge and is anchored on spandrel girder (4), wherein at least one anchor rod (504) upper end is provided with the first jack (502) and the second rear anchor anchor beam (503), and the first jack (502) is positioned between the first rear anchor anchor beam (501) and the second rear anchor anchor beam (503).
4. No. 0 piece erection without scaffolding structure of a kind of high pier cable stayed bridge as claimed in claim 2, is characterized in that: described anchor rod (504) is finish rolling deformed bar.
5. No. 0 piece erection without scaffolding structure of a kind of high pier cable stayed bridge as claimed in claim 1, it is characterized in that: described hangar system (6) comprises hanging anchor beam (601), the second jack (602), top rail (603) and suspension rod (604), described top rail (603) is layed on spandrel girder (4) along direction across bridge, hanging anchor beam (601) is along vertical bridge to being pressed on top rail (603), the second jack (602) is pressed on hanging anchor beam (601), another hanging anchor beam (601) is pressed on the second jack (602), described suspension rod (604) is successively through hanging anchor beam (601) and top rail (603).
6. No. 0 piece erection without scaffolding structure of a kind of high pier cable stayed bridge as claimed in claim 1, is characterized in that: described spandrel girder (4) is assembled by Bailey beam (401), and at the stressed fulcrum place of Bailey beam (401), is welded with reinforcement montant (402).
7. No. 0 piece erection without scaffolding structure of a kind of high pier cable stayed bridge as claimed in claim 1, is characterized in that: described bearing beam (9) is comprised of supporting beam (901) and a plurality of cushion block (902), and cushion block (902) pad is under supporting beam (901).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420074988.1U CN203795315U (en) | 2014-02-21 | 2014-02-21 | High pier cable-stayed bridge No.0 block non-bracket construction structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420074988.1U CN203795315U (en) | 2014-02-21 | 2014-02-21 | High pier cable-stayed bridge No.0 block non-bracket construction structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203795315U true CN203795315U (en) | 2014-08-27 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420074988.1U Withdrawn - After Issue CN203795315U (en) | 2014-02-21 | 2014-02-21 | High pier cable-stayed bridge No.0 block non-bracket construction structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203795315U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103835238A (en) * | 2014-02-21 | 2014-06-04 | 中铁大桥局股份有限公司 | High-pier cable-stayed bridge zero-number block non-bracket construction method and structure in construction process |
| CN105839541A (en) * | 2016-04-29 | 2016-08-10 | 贵州桥梁建设集团有限责任公司 | Construction method for rigid frame bridge No.0 section non-welding support and structure |
| CN105839538A (en) * | 2016-04-29 | 2016-08-10 | 贵州桥梁建设集团有限责任公司 | Construction method and structure for rigid frame bridge cast-in-situ section non-welded support |
| CN111663379A (en) * | 2020-06-08 | 2020-09-15 | 中国五冶集团有限公司 | Track beam mounting device and mounting method thereof |
| CN118186909A (en) * | 2024-01-04 | 2024-06-14 | 中铁广州工程局集团有限公司 | Cable-stayed bridge section construction device adopting temporary cables and construction method thereof |
-
2014
- 2014-02-21 CN CN201420074988.1U patent/CN203795315U/en not_active Withdrawn - After Issue
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103835238A (en) * | 2014-02-21 | 2014-06-04 | 中铁大桥局股份有限公司 | High-pier cable-stayed bridge zero-number block non-bracket construction method and structure in construction process |
| CN103835238B (en) * | 2014-02-21 | 2015-11-18 | 中铁大桥局集团有限公司 | A kind of high pier cable stayed bridge No. 0 block non-stand construction method and the structure in constructing |
| CN105839541A (en) * | 2016-04-29 | 2016-08-10 | 贵州桥梁建设集团有限责任公司 | Construction method for rigid frame bridge No.0 section non-welding support and structure |
| CN105839538A (en) * | 2016-04-29 | 2016-08-10 | 贵州桥梁建设集团有限责任公司 | Construction method and structure for rigid frame bridge cast-in-situ section non-welded support |
| CN111663379A (en) * | 2020-06-08 | 2020-09-15 | 中国五冶集团有限公司 | Track beam mounting device and mounting method thereof |
| CN118186909A (en) * | 2024-01-04 | 2024-06-14 | 中铁广州工程局集团有限公司 | Cable-stayed bridge section construction device adopting temporary cables and construction method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| ASS | Succession or assignment of patent right |
Owner name: GROUP CO., LTD., ZHONGTIE DAQIAO BUREAU Free format text: FORMER OWNER: CHINA ZHONGTIE MAJOR BRIDGE ENGINEERING CO., LTD. Effective date: 20150302 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| COR | Change of bibliographic data |
Free format text: CORRECT: ADDRESS; FROM: 430074 WUHAN, HUBEI PROVINCE TO: 430050 WUHAN, HUBEI PROVINCE |
|
| TR01 | Transfer of patent right |
Effective date of registration: 20150302 Address after: 430050 Hanyang Road, Hanyang District, Hubei, No. 38, No. Patentee after: Group Co., Ltd., Zhongtie Daqiao Bureau Address before: 430074 Hubei province Wuhan Dongxin East Lake New Technology Development Zone Road SBI Venture Street No. 6 Building 12 layer Patentee before: China Zhongtie Major Bridge Engineering Co., Ltd. |
|
| AV01 | Patent right actively abandoned |
Granted publication date: 20140827 Effective date of abandoning: 20151118 |
|
| C25 | Abandonment of patent right or utility model to avoid double patenting |