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 PDF

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Publication number
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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China
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anchor
load
bearing
hanging
rear anchor
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CN201420074988.1U
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朱云萍
李军堂
张瑞霞
涂满明
许佳平
唐勇
张小川
张文斌
胡杰
邹冠
朱向前
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China Railway Major Bridge Engineering Group Co Ltd MBEC
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China Railway Major Bridge Engineering Co Ltd
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Abstract

一种高墩斜拉桥0号块无支架施工结构，涉及高墩斜拉桥施工领域，其包括主塔横梁、承重梁和吊挂系统，所述吊挂系统下端悬挂底模系统和侧模系统。其中，还包括后锚系统和两个垫梁。所述两个垫梁沿横桥向平行铺设，一个铺设于主塔横梁上，另一个铺设于新浇注分节段上，两个垫梁上架设有承重梁。所述后锚系统位于垫梁上方，承重梁一端通过该后锚系统锚固于主塔横梁上，承重梁另一端延伸至主塔横梁外，延伸的承重梁上安装有吊挂系统。采用这种施工结构，无需使用超高超大的钢管立柱支架或钢牛腿托架，也无需利用斜拉索，降低了施工成本及施工要求，解决了对距离地面很高、节段超长的0号块难以施工的问题。

A support-free construction structure for No. 0 block of a high-pier cable-stayed bridge, which relates to the construction field of high-pier cable-stayed bridges, and includes a main tower beam, a load-bearing beam and a hanging system, and the lower end of the hanging system hangs a bottom formwork system and a side formwork system. Among them, the rear anchor system and two pad beams are also included. The two pad beams are laid in parallel along the transverse bridge direction, one is laid on the beam of the main tower, and the other is laid on the newly poured sub-section, and a load-bearing beam is erected on the two pad beams. The rear anchor system is located above the pad beam, one end of the load-bearing beam is anchored to the beam of the main tower through the rear anchor system, and the other end of the load-bearing beam extends to the outside of the beam of the main tower, and a suspension system is installed on the extended load-bearing beam. With this construction structure, there is no need to use super-high and super-large steel pipe column brackets or steel corbel brackets, and there is no need to use cable stays, which reduces construction costs and construction requirements, and solves the problem of high distance from the ground and long sections. Block 0 is difficult to construct.

Description

No. 0 piece erection without scaffolding structure of a kind of high pier cable stayed bridge
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)

1.一种高墩斜拉桥0号块无支架施工结构，包括主塔横梁（1）、承重梁（4）和吊挂系统（6），所述吊挂系统（6）下端悬挂底模系统（7）和侧模系统（8），其特征在于：还包括后锚系统（5）和两个垫梁（9），所述两个垫梁（9）沿横桥向平行铺设，一个铺设于主塔横梁（1）上，另一个铺设于新浇注分节段（2）上，垫梁（9）上架设有承重梁（4）；所述后锚系统（5）位于垫梁（9）上方，承重梁（4）一端通过后锚系统（5）锚固于主塔横梁（1）上；承重梁（4）另一端延伸至主塔横梁（1）外，延伸的承重梁（4）上安装有吊挂系统（6）。1. A construction structure without support for No. 0 block of a high-pier cable-stayed bridge, including a main tower beam (1), a load-bearing beam (4) and a hanging system (6), and the bottom formwork is suspended at the lower end of the hanging system (6) The system (7) and the side form system (8) are characterized in that: it also includes a rear anchor system (5) and two pad beams (9), the two pad beams (9) are laid in parallel along the transverse bridge direction, one It is laid on the main tower beam (1), the other is laid on the newly poured sub-section (2), and the load-bearing beam (4) is erected on the pad beam (9); the rear anchor system (5) is located on the pad beam ( 9) Above, one end of the load-bearing beam (4) is anchored to the main tower beam (1) through the rear anchor system (5); the other end of the load-bearing beam (4) extends outside the main tower beam (1), and the extended load-bearing beam (4) ) is installed with a suspension system (6). 2.如权利要求1所述的一种高墩斜拉桥0号块无支架施工结构，其特征在于：所述底模系统（7）和侧模系统（8）之间形成的空间为待浇注分节段（3），所述待浇注分节段（3）在浇注完成后即形成新浇注分节段（2）。2. A construction structure without support for No. 0 block of a high-pier cable-stayed bridge according to claim 1, characterized in that: the space formed between the bottom formwork system (7) and the side formwork system (8) is to be A pouring sub-section (3), the sub-section to be poured (3) forms a new pouring sub-section (2) after pouring is completed. 3.如权利要求1所述的一种高墩斜拉桥0号块无支架施工结构，其特征在于：所述后锚系统（5）包括第一后锚锚梁（501）、第一千斤顶（502）、第二后锚锚梁（503）及多个锚固杆（504），所述第一后锚锚梁（501）沿横桥向铺设并通过锚固杆（504）锚固于承重梁（4）上，其中至少一个锚固杆（504）上端设有第一千斤顶（502）和第二后锚锚梁（503），且第一千斤顶（502）位于第一后锚锚梁（501）与第二后锚锚梁（503）之间。3. A construction structure without support for No. 0 block of a high-pier cable-stayed bridge according to claim 1, characterized in that: the rear anchor system (5) includes a first rear anchor beam (501), a first thousand The jack (502), the second rear anchor beam (503) and multiple anchor rods (504), the first rear anchor beam (501) is laid along the direction of the transverse bridge and anchored to the load-bearing On the beam (4), the upper end of at least one anchor rod (504) is provided with a first jack (502) and a second rear anchor beam (503), and the first jack (502) is located on the first rear anchor between the anchor beam (501) and the second rear anchor beam (503). 4.如权利要求2所述的一种高墩斜拉桥0号块无支架施工结构，其特征在于：所述锚固杆（504）为精轧螺纹钢筋。4 . The construction structure without support for No. 0 block of the high-pier cable-stayed bridge according to claim 2 , characterized in that: the anchor rod ( 504 ) is a finish-rolled threaded steel bar. 5.如权利要求1所述的一种高墩斜拉桥0号块无支架施工结构，其特征在于：所述吊挂系统（6）包括吊挂锚梁（601）、第二千斤顶（602）、上横梁（603）及吊杆（604），所述上横梁（603）沿横桥向铺设于承重梁（4）上，吊挂锚梁（601）沿纵桥向压在上横梁（603）上，第二千斤顶（602）压在吊挂锚梁（601）上，另一吊挂锚梁（601）压在第二千斤顶（602）上，所述吊杆（604）依次穿过吊挂锚梁（601）和上横梁（603）。5. A construction structure without support for No. 0 block of a high-pier cable-stayed bridge according to claim 1, characterized in that: the hanging system (6) includes a hanging anchor beam (601), a second jack (602), the upper beam (603) and the suspender (604), the upper beam (603) is laid on the load-bearing beam (4) along the horizontal bridge direction, and the hanging anchor beam (601) is pressed on the upper beam along the longitudinal bridge direction On the beam (603), the second jack (602) is pressed on the hanging anchor beam (601), and another hanging anchor beam (601) is pressed on the second jack (602), and the suspender (604) pass through the hanging anchor beam (601) and the upper beam (603) in sequence. 6.如权利要求1所述的一种高墩斜拉桥0号块无支架施工结构，其特征在于：所述承重梁（4）由贝雷梁（401）拼装而成，且在贝雷梁（401）的受力支点处焊接有加强竖杆（402）。6. A high-pier cable-stayed bridge No. 0 block without support construction structure according to claim 1, characterized in that: the load-bearing beam (4) is assembled from Bailey beams (401), and in Bailey A reinforcing vertical bar (402) is welded at the fulcrum of the beam (401). 7.如权利要求1所述的一种高墩斜拉桥0号块无支架施工结构，其特征在于：所述垫梁（9）由支承梁（901）和多个垫块（902）组成，垫块（902）抄垫在支承梁（901）下。7. A construction structure without support for No. 0 block of a high-pier cable-stayed bridge according to claim 1, characterized in that: the pad beam (9) is composed of a supporting beam (901) and a plurality of pads (902) , pad (902) is copied under the support beam (901).
CN201420074988.1U 2014-02-21 2014-02-21 High pier cable-stayed bridge No.0 block non-bracket construction structure Expired - Lifetime CN203795315U (en)

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Cited By (6)

* Cited by examiner, † Cited by third party
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
CN116122165A (en) * 2023-01-07 2023-05-16 中铁大桥局集团有限公司 Lifting device and platform lifting method for bridge construction platform
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

Cited By (8)

* Cited by examiner, † Cited by third party
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
CN116122165A (en) * 2023-01-07 2023-05-16 中铁大桥局集团有限公司 Lifting device and platform lifting method for bridge construction platform
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
CN118186909B (en) * 2024-01-04 2025-02-14 中铁广州工程局集团有限公司 A construction device and construction method for a cable-stayed bridge section using temporary cables

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