CN108867375A - Anchor system and arch bridge cantilever construction system and method after self-balancing type - Google Patents
Anchor system and arch bridge cantilever construction system and method after self-balancing type Download PDFInfo
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- CN108867375A CN108867375A CN201810615834.1A CN201810615834A CN108867375A CN 108867375 A CN108867375 A CN 108867375A CN 201810615834 A CN201810615834 A CN 201810615834A CN 108867375 A CN108867375 A CN 108867375A
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- anchor
- pier
- cable
- skewback
- permanent
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The present invention provides anchor systems after a kind of self-balancing type comprising skewback and temporary rest pier, and the main arch ring being connected with skewback and support are connected to the border pier on skewback；Temporary rest pier includes integrated branch pier foundation and interim button tower, and interim tower side of detaining is fixed by knotted rope and main arch ring oblique pull, and the other side is connected to skewback and/or main arch ring by anchorage cable anchoring；Face anchor system after mating type forever comprising permanent structure pier, one side pass through anchor cable and main arch ring anchor connection by anchor cable and border pier anchor connection, the border pier.The present invention also provides a kind of arch bridge cantilever construction system and construction method based on anchor system after the self-balancing type.The technical solution anchor cable, by permanent structure self gravity, reaches cantilever self-balancing by being anchored on permanent structure.
Description
Technical field
It is especially a kind of to face anchor system after mating type forever the present invention relates to a kind of rear anchor system.
Background technique
With the fast development of highway in China building cause, the bridge construction as highway construction important component is obtained
It flourishes.Especially development of the West Regions construction is thriving, and road need to cross over intermountain valley, river, river, is typically chosen at this time
It is crossed over using type of bridge, and the structure type of bridge is often suspension bridge, cable-stayed bridge, it is especially many with arch bridge.
The emphasis and difficult point of Arch Bridge Construction are that main arch ring is constructed.Most popular method in mountain area arch bridge main arch ring construction at present
Mainly have：Stiff skeleton method, erection with cableway, construction by swing, erection by protrusion, cast-in-place cantilever method etc., and many constructions
Method be unable to do without CABLEWAY ERECTION SYSTEM or erection, and core is rear anchor section in this two big system.
Currently, mainly having gravity anchor, tunnel-type anchorage and combined type anchor as permanent structure (such as suspension bridge) anchorage
Heavy stone used as an anchor.Either as the CABLEWAY ERECTION SYSTEM of temporary structure or the rear anchor of erection, the main function of anchorage is all to use
To carry and balance the huge pulling capacity of cable, it is ensured that the safety and stability of whole system.
Gravity anchor is at present using one of most common anchorage form.Since gravity anchor is bulky, and hold
By huge horizontal loading, therefore it is required that ground vertical bearing capacity with higher and biggish horizontal coefficient of friction below.
For karst area, though the high distribution solution cavity of rock strength, and solution cavity is mostly cavity or filling clay, is not able to satisfy anchorage
Requirement for bearing capacity.On the other hand, due to the presence of solution cavity, underground water is often very abundant, brings to anchorage construction and durability
Large effect.
Compared with gravity anchor, bridge anchorage is cheap, for example permanent structure Analysis of Suspension Bridges ' Anchorage, is built in 2000 years
The Chongqing E Gongyan Yangtze Bridge, tunnel-type anchorage force of gravity formula anchorage save 15,000,000 yuan or so.Due to tunnel anchorage can with enclose
Rock one works carries the huge pulling force of main push-towing rope jointly, the extensive excavation to original place table is avoided, in terms of protecting environment
Advantage is that gravity anchor is irreplaceable.Although tunnel-type anchorage heavy force formula anchorage in terms of saving construction cost, environmental protection has
Clear advantage, but the practical engineering application of tunnel-type anchorage is seldom, tracing it to its cause is cable due to large-span suspension bridge
Power is larger (single cable reaches tens of thousands of tons), higher for the rock quality at bridge location anchorage, and since male cone body size is larger, opens
The difficulty for digging supporting is larger.But for the rear anchor system of temporary institution, after the Suo Li for needing to balance is with respect to permanent structure bridge
Much smaller for anchor, the project amount and supporting difficulty excavated certainly are much smaller, therefore according to live actual landform, sufficiently send out
The advantage of tunnel anchorage is waved, the design interim anchorage of tunnel type is entirely possible.
Construction prestressed cable technology has been widely used in science of bridge building, wherein using prestressed anchor Cable Structure as cable
The successful engineering experience of the anchorage of rope Lift-on/Lift-off System or erection proves that prestress anchorage cable Technology application is in large-scale lifting
The anchorage structures of facility are safe and reliable.However the technology is limited in practical application by topographic and geologic condition, anchorage position
Buried depth of bedrock should not use when deeper.Different base rock conditions, need scene anchor force experimental data, need special equipment into
The series of factors requirement such as row construction selects anchor chain-formed anchor to need specific research as the case may be.
Western mountainous areas complicated geology, common soft rock foundation, intensity is low, Lack of support, and in stress long term
Under, it is easy to happen creep, while soft rock foundation is low with the coefficient of friction of concrete cement plane, especially chance water will occur
Ruckbildung, so that cement plane micro-structural system becomes loosely, to reduce the cohesive force and internal friction angle of cement plane, in turn
Lead to the strength reduction of cement plane.In order to improve the stability against sliding of anchorage, certainly will need to increase anchorage scale, it is ensured that anchorage base
Plinth has enough skid resistances, but also increases project cost simultaneously.As the rear anchor system of temporary structure, if due to soft rock foundation
Many unfavorable geological conditions often take increasing buried depth, and the lower rock stratum of selective weathering degree is as supporting course, or is aided with
The measures such as stake, open caisson, ground continuous wall base have so inevitably enlarged project amount and material consumption, make cost substantially on
It rises.Therefore, traditional anchorage structures design can not meet reasonable, economic, safe temporary structure anchorage design theory.
So, it is possible to find gravity anchor generallys use the anchor body that concreting forms large volume, by self weight and ground
Frictional force between base is come the pulling capacity for the system of resisting, and earthwork evacuation amount is big, concrete construction amount is more, to ecological environment shadow
It rings greatly, and usually will appear unstable slopes or different earth formations in the construction process, so as to cause entire anchorage
There is probabilistic deformation, causes the phenomenon that anchorage is unstable, using often resulting in constructional difficulties in Bridges in Mountainous Areas construction,
And it is unfavorable for reducing project cost.
The stress of tunnel-type anchorage is similar to conventional support anchor rod, but its actual size and actual loading big will obtain
More, the factor for influencing its stability is also more more complicated, and the requirement to country rock is also higher.Possible destruction after tunnel anchorage stress
Mode mainly has：Massif overall deformation unstable failure, country rock failure by shear, country rock and anchorage concrete cement plane failure by shear and
Anchor rope breakage skids off.Because technical problem involved in tunnel-type anchorage is more, difficulty of construction is big, therefore hinders its extensive hair
Exhibition.
Gravity anchor (tunnel anchorage)+anchor cable combined type anchorage, the durability of anchor cable are difficult to ensure.Rock mass and armored concrete
The drilling of plate combined type anchorage is more, and working procedure is complicated.
In conclusion the rear anchor system as current temporary structure, not only wastes a large amount of human and material resources and financial resources, more
Important is the constructions of above-mentioned form anchorage can bring disturbance to precipitous side slope, and faces tail rope angle simultaneously and should not adjust
It is whole so that tail rope be easy bending, Engineering Quality Control difficulty is big, the construction period is long, security risk is big, stress is indefinite and compared with
A series of complicated, problems of high cost.
Summary of the invention
It is an object of the present invention to provide a kind of anchor cables by being anchored on permanent structure, passes through permanent structure itself weight
Power reaches anchor system after a kind of self-balancing type of cantilever self-balancing.
The second purpose of the present invention is to provide a kind of arch bridge cantilever construction system based on anchor system after the self-balancing type with
And construction method.
In order to solve the above-mentioned technical problem, the technical scheme adopted by the invention is as follows：
Anchor system after a kind of self-balancing type comprising：
Skewback and temporary rest pier, and the main arch ring being connected with the skewback and support are connected on the skewback
Border pier；
The temporary rest pier includes integrated branch pier foundation and interim button tower, the interim button tower side by knotted rope with
The main arch ring oblique pull is fixed, and the other side is connected to the skewback and/or the main arch ring by anchorage cable anchoring；
Face anchor system after mating type forever comprising permanent structure pier, one side are anchored by anchor cable and the border pier
Connection, the border pier pass through anchor cable and the main arch ring anchor connection.
Preferably, anchor system after a kind of above-mentioned self-balancing type, wherein the permanent structure pier include permanent cushion cap and
It is undertaken in the permanent structure pile foundation of the permanent cushion cap bottom, Inclined cable-stayed anchor cable；
Inclined cable-stayed anchor cable one end passes through the permanent cushion cap by side and to be anchored in the permanent cushion cap opposite
The other side, other end correspondence and the border pier anchor connection；
Preferably, anchor system after a kind of above-mentioned self-balancing type, wherein the Inclined cable-stayed anchor cable is corresponding and described permanent
Cushion cap integrated molding is integrally connected, the permanent bearing platform construction simultaneously, the Inclined cable-stayed anchor cable is pre-buried be installed on it is described permanent
Cushion cap.
A kind of arch bridge cantilever construction system comprising anchor system after self-balancing type as described above.
A kind of arch bridge Cantilever Construction Method comprising following steps：
S1：Construction skewback；
S2：Main arch ring of the construction skewback to temporary rest pier section, the complete border pier of synchronous construction, using border pier as interim tower
Frame, and using permanent structure pier as the rear anchor system of this section of arch ring, permanent structure pier side by anchor cable and is had a common boundary
Pier anchor connection, the border pier other side pass through anchor cable and main arch ring anchor connection；
S3：The upper interim button tower of temporary rest pier basis → construction temporary rest pier → construction arch of constructing；
S4：First segment before cantilever pouring temporary rest pier, reaches the 85% of design strength to concrete strength, tensioning
Anchor cable is detained, which is fixed by knotted rope and interim button tower oblique pull, the interim button tower other side is connected to arch by anchorage cable anchoring
Seat, then, movable hanging basket pours next segment；
S5：The 4th step is repeated, until cantilever pouring segment is completed.
Compared with prior art, the technology of the present invention advantage is：The technical solution anchor cable is by being anchored on permanent structure, i.e.,
Permanent structure pier reaches cantilever self-balancing by permanent structure self gravity, and the technical solution is simple in sturcture, ingenious in design,
It is rationally distributed, existing structure pier or platform are taken full advantage of, project cost is reduced, and greatly reduce construction volume, has saved and applied
The work period, meanwhile, the technical solution structure stress is clear, easy for construction.
Detailed description of the invention
It, below will be to specific in order to illustrate more clearly of the specific embodiment of the invention or technical solution in the prior art
Embodiment or attached drawing needed to be used in the description of the prior art be briefly described, it should be apparent that, it is described below
Attached drawing is some embodiments of the present invention, for those of ordinary skill in the art, before not making the creative labor
It puts, is also possible to obtain other drawings based on these drawings.
Fig. 1 is structural schematic diagram of the embodiment of the present invention；
Fig. 2 is structural perspective of the embodiment of the present invention.
Specific embodiment
Technical solution of the present invention is clearly and completely described below in conjunction with attached drawing, it is clear that described implementation
Example is a part of the embodiment of the present invention, instead of all the embodiments.Based on the embodiments of the present invention, ordinary skill
Personnel's every other embodiment obtained without making creative work, shall fall within the protection scope of the present invention.
The present invention is described in further detail below through specific implementation examples and in conjunction with the accompanying drawings.
As shown in Figure 1, anchor system after a kind of self-balancing type comprising skewback 1 and temporary rest pier 2, and be connected with skewback 1
The border pier 4 that the main arch ring 3 and support connect is connected on skewback 1；Temporary rest pier 2 includes the branch pier foundation 20 and interim button of one
Tower 21, interim 21 side of tower of detaining are fixed by knotted rope 5 and 3 oblique pull of main arch ring, and the other side is by 6 anchor connection of anchor cable in skewback 1
And/or main arch ring 3, i.e., there are three types of forms for the anchoring of anchor cable 6：First is that being all anchored in skewback 1；Second is that part is anchored in skewback 1, portion
Divide and is anchored in main arch ring 3；Third is that being all anchored in main arch ring 3；Face anchor system 7 after mating type forever comprising permanent structure pier
70, one side passes through another oblique pull anchor cable 9 and main arch by anchor cable, i.e. oblique pull anchor cable 8 and 4 anchor connection of border pier, border pier 4
Enclose 3 anchor connections.
The technical solution anchor cable is by being anchored on permanent structure, i.e. permanent structure pier, passes through permanent structure itself weight
Power reaches cantilever self-balancing, and the technical solution is simple in sturcture, ingenious in design, rationally distributed, take full advantage of existing structure pier or
Platform reduces project cost, and greatly reduces construction volume, has saved construction period, meanwhile, the technical solution structure stress is bright
Really, easy for construction.
Specifically, as shown in Fig. 2, permanent structure pier 70 includes permanent cushion cap 700 and is undertaken in permanent 700 bottom of cushion cap
Permanent structure pile foundation 701, Inclined cable-stayed anchor cable (i.e. oblique pull anchor cable 8)；
Inclined cable-stayed anchor cable (i.e. oblique pull anchor cable 8) one end passes through permanent cushion cap 700 by side and is anchored in permanent cushion cap 700
The opposite other side, other end correspondence and 4 anchor connection of border pier；
Similarly, Inclined cable-stayed anchor cable (i.e. oblique pull anchor cable 8) is corresponding is integrally connected integrated molding with permanent cushion cap 700, permanently
Cushion cap 700 is constructed simultaneously, and Inclined cable-stayed anchor cable (i.e. oblique pull anchor cable 8) is pre-buried to be installed on permanent cushion cap 700.
A kind of arch bridge cantilever construction system, the system include anchor system after the self-balancing type such as above-mentioned record.
A kind of arch bridge Cantilever Construction Method comprising following steps：
S1：Construction skewback；
S2：Main arch ring of the construction skewback to temporary rest pier section, the complete border pier of synchronous construction, using border pier as interim tower
Frame, and using permanent structure pier as the rear anchor system of this section of arch ring, permanent structure pier side by anchor cable and is had a common boundary
Pier anchor connection, the border pier other side pass through anchor cable and main arch ring anchor connection；
S3：The upper interim button tower of temporary rest pier basis → construction temporary rest pier → construction arch of constructing；
S4：First segment before cantilever pouring temporary rest pier, reaches the 85% of design strength to concrete strength, tensioning
Anchor cable is detained, which is fixed by knotted rope and interim button tower oblique pull, the interim button tower other side is connected to arch by anchorage cable anchoring
Seat, then, movable hanging basket pours next segment；
S5：The 4th step is repeated, until cantilever pouring segment is completed.
Finally it should be noted that：The above embodiments are only used to illustrate the technical solution of the present invention., rather than its limitations；To the greatest extent
Present invention has been described in detail with reference to the aforementioned embodiments for pipe, those skilled in the art should understand that：Its according to
So be possible to modify the technical solutions described in the foregoing embodiments, or to some or all of the technical features into
Row equivalent replacement；And these are modified or replaceed, various embodiments of the present invention technology that it does not separate the essence of the corresponding technical solution
The range of scheme.
Claims (5)
1. anchor system after a kind of self-balancing type, which is characterized in that including：
Skewback and temporary rest pier, and the main arch ring being connected with the skewback and support are connected to the boundary on the skewback
Pier；
The temporary rest pier includes integrated branch pier foundation and interim button tower, the interim button tower side by knotted rope with it is described
Main arch ring oblique pull is fixed, and the other side is connected to the skewback and/or the main arch ring by anchorage cable anchoring；
Face anchor system after mating type forever comprising permanent structure pier, one side are connected by anchor cable and border pier anchoring
It connects, the border pier passes through anchor cable and the main arch ring anchor connection.
2. anchor system after a kind of self-balancing type according to claim 1, which is characterized in that the permanent structure pier includes
Permanent cushion cap and the permanent structure pile foundation for being undertaken in the permanent cushion cap bottom, Inclined cable-stayed anchor cable；
Inclined cable-stayed anchor cable one end passes through the permanent cushion cap by side and is anchored in opposite another of the permanent cushion cap
Side, other end correspondence and the border pier anchor connection.
3. anchor system after a kind of self-balancing type according to claim 2, which is characterized in that the Inclined cable-stayed anchor cable is corresponding
Be integrally connected with the permanent cushion cap integrated molding, the permanent bearing platform construction simultaneously, the pre-buried installation of Inclined cable-stayed anchor cable
In the permanent cushion cap.
4. a kind of arch bridge cantilever construction system, which is characterized in that the system includes the self-balancing type as described in claims 1 to 3
Anchor system afterwards.
5. a kind of arch bridge Cantilever Construction Method, which is characterized in that include the following steps：
S1：Construction skewback；
S2：It constructs main arch ring of the skewback to temporary rest pier section, the complete border pier of synchronous construction, using border pier as temporary towers,
And using permanent structure pier as the rear anchor system of this section of arch ring, permanent structure pier side is passed through into anchor cable and border pier anchor
It is solidly connected, the border pier other side passes through anchor cable and main arch ring anchor connection；
S3：The upper interim button tower of temporary rest pier basis → construction temporary rest pier → construction arch of constructing；
S4：First segment before cantilever pouring temporary rest pier reaches the 85% of design strength to concrete strength, tensioning button anchor
Rope fixes the segment by knotted rope and interim button tower oblique pull, and the interim button tower other side is connected to skewback by anchorage cable anchoring, so
Afterwards, movable hanging basket pours next segment；
S5：The 4th step is repeated, until cantilever pouring segment is completed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810615834.1A CN108867375A (en) | 2018-06-14 | 2018-06-14 | Anchor system and arch bridge cantilever construction system and method after self-balancing type |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810615834.1A CN108867375A (en) | 2018-06-14 | 2018-06-14 | Anchor system and arch bridge cantilever construction system and method after self-balancing type |
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| CN108867375A true CN108867375A (en) | 2018-11-23 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201810615834.1A Pending CN108867375A (en) | 2018-06-14 | 2018-06-14 | Anchor system and arch bridge cantilever construction system and method after self-balancing type |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114875769A (en) * | 2021-07-22 | 2022-08-09 | 长沙理工大学 | Prefabricated hollow sandwich concrete-filled steel tube arch bridge and construction method thereof |
| CN115992490A (en) * | 2023-03-23 | 2023-04-21 | 中铁十七局集团第五工程有限公司 | Pouring construction method for cable-stayed buckling hanging cantilever of large-span concrete arch bridge |
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| CN101209804A (en) * | 2007-12-20 | 2008-07-02 | 中铁大桥局股份有限公司 | Cable hoisting machine pre-stress rear anchor |
| KR100898945B1 (en) * | 2009-02-09 | 2009-05-25 | 김영관 | Concrete arch bridge having water flow path and construction method thereof |
| CN103572703A (en) * | 2013-10-08 | 2014-02-12 | 中铁十八局集团有限公司 | Construction method of outer wrapped concrete obliquely pulling and buckling and ring and section dividing combination method |
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2018
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101209804A (en) * | 2007-12-20 | 2008-07-02 | 中铁大桥局股份有限公司 | Cable hoisting machine pre-stress rear anchor |
| KR100898945B1 (en) * | 2009-02-09 | 2009-05-25 | 김영관 | Concrete arch bridge having water flow path and construction method thereof |
| CN103572703A (en) * | 2013-10-08 | 2014-02-12 | 中铁十八局集团有限公司 | Construction method of outer wrapped concrete obliquely pulling and buckling and ring and section dividing combination method |
Non-Patent Citations (1)
| Title |
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| 罗意明: "夜郎湖大桥主拱圈采用斜拉扣索体系悬浇施工技术研究", 《中国优秀硕士论文全文数据库工程科技II辑》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114875769A (en) * | 2021-07-22 | 2022-08-09 | 长沙理工大学 | Prefabricated hollow sandwich concrete-filled steel tube arch bridge and construction method thereof |
| CN115992490A (en) * | 2023-03-23 | 2023-04-21 | 中铁十七局集团第五工程有限公司 | Pouring construction method for cable-stayed buckling hanging cantilever of large-span concrete arch bridge |
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