CN108867376A - Face anchor system and its construction method after mating type forever - Google Patents
Face anchor system and its construction method after mating type forever Download PDFInfo
- Publication number
- CN108867376A CN108867376A CN201810615858.7A CN201810615858A CN108867376A CN 108867376 A CN108867376 A CN 108867376A CN 201810615858 A CN201810615858 A CN 201810615858A CN 108867376 A CN108867376 A CN 108867376A
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- Prior art keywords
- cable
- cushion cap
- permanent
- anchor
- stayed
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Classifications
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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
-
- 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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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The present invention provides one kind to face anchor system after mating type forever comprising access bridge substructure pier comprising cushion cap and permanent structure pile foundation；Vertical prestressing rope passes through cushion cap and is anchored in the top surface of cushion cap；Inclined cable-stayed anchor cable tilts through cushion cap and is anchored in the side A of cushion cap, and correspondence is connect with CABLEWAY ERECTION SYSTEM or erection；Oblique prestressed cable is parallel or nearly parallel setting relative to Inclined cable-stayed anchor cable, and oblique prestressed cable passes through cushion cap and is anchored in the side B of cushion cap；The side A and the side B are the opposite two sides of cushion cap, and the Suo Li that oblique prestressed cable generates is suitable for balancing each other with the Suo Li of balance Inclined cable-stayed anchor cable.On the one hand the technical solution makes full use of existing structure pier or platform, reduce project cost, and another aspect structure stress is clear, easy for construction.
Description
Technical field
It is especially a kind of to face anchor system after mating type forever and its apply the present invention relates to anchor system after a kind of and its construction method
Work method.
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
Complicated, some column problems of high cost.
Summary of the invention
The present invention provides one kind and faces anchor system after mating type forever, it is intended on the one hand make full use of existing structure pier or platform, drop
Low project cost, another aspect structure stress are clear, easy for construction.
In order to solve the above-mentioned technical problem, the technical scheme adopted by the invention is as follows：
One kind facing anchor system after mating type forever comprising：
Access bridge substructure pier comprising permanent cushion cap and the permanent structure stake for being undertaken in the permanent cushion cap bottom
Base；
Vertical prestressing rope from bottom to top passes through the permanent cushion cap, and is anchored in the top surface of the permanent cushion cap；
Inclined cable-stayed anchor cable tilts through the permanent cushion cap and is anchored in the side A of the permanent cushion cap, and corresponding
It is connect with CABLEWAY ERECTION SYSTEM or erection；
Oblique prestressed cable is parallel or nearly parallel setting relative to the Inclined cable-stayed anchor cable, described oblique pre- to answer
Power rope passes through the permanent cushion cap and is anchored in the side B of the permanent cushion cap；
The side A and the side B are the opposite two sides of the permanent cushion cap, the Suo Lishi that the oblique prestressed cable generates
It balances each other in balance and the Suo Li of the Inclined cable-stayed anchor cable.
Preferably, above-mentioned anchor system after facing mating type forever, wherein the bottom of the permanent cushion cap is in step-like.
Preferably, above-mentioned anchor system after facing mating type forever, wherein the vertical prestressing rope and the permanent cushion cap one
Body formed to be integrally connected, simultaneously, the vertical prestressing rope is pre-buried to be installed on the permanent cushion cap to the permanent bearing platform construction.
Preferably, above-mentioned anchor system after facing mating type forever, wherein the Inclined cable-stayed anchor cable and/or described oblique pre- answering
Corresponding be integrally formed with the permanent cushion cap of power rope is integrally connected, the permanent bearing platform construction simultaneously, the Inclined cable-stayed anchor cable
And/or the oblique prestressed cable is pre-buried is installed on the permanent cushion cap.
Preferably, above-mentioned anchor system after facing mating type forever, wherein the Inclined cable-stayed anchor cable is in parallel double-layer structure
Setting, every layer of structure are equipped with a plurality of Inclined cable-stayed anchor cable.
Preferably, above-mentioned anchor system after facing mating type forever, wherein the CABLEWAY ERECTION SYSTEM or erection packet
Knotted rope system and anchor cable system and pylon are included, the knotted rope system and the anchor cable system are connect with the pylon.
Compared with prior art, the technology of the present invention advantage is：The technical solution is simple in sturcture, ingenious in design, rationally distributed,
Existing structure pier or platform are taken full advantage of, reduces project cost, and greatly reduce construction volume, has saved construction period, together
When, the technical solution structure stress is clear, easy for construction.
Another of the invention purpose is, additionally provides a kind of construction party for facing anchor system after mating type forever based on this
Method.
A kind of construction method for facing anchor system after mating type forever comprising following steps：
S1：The excavation of permanent cushion cap is carried out, and permanent cushion cap front end is excavated into step；
S2：Substrate original position friction test obtains friction coefficient μ；
S3：Binding, cooling water pipe and the built-in pipe of permanent cushion cap reinforcing bar be embedded, shuttering, casting concrete and conserves；
S4：Apply vertical prestressing rope and oblique prestressed cable；
S5：Tensioning vertical prestressing rope；
S6：According to the oblique prestressed cable of Inclined cable-stayed anchor cable construction progress tensioning in batches.
Preferably, the above-mentioned construction method for facing anchor system after mating type forever, permanent dimension of platform described in step S1
It is to be calculated on the basis of original permanent structure size according to erection.
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.
It is as depicted in figs. 1 and 2, a kind of to face anchor system after mating type forever comprising：
Access bridge substructure pier comprising permanent cushion cap 1 and the permanent structure for being undertaken in 1 bottom of permanent cushion cap
Pile foundation 2；
Vertical prestressing rope 3 from bottom to top passes through the cushion cap 1, and is anchored in the top surface of the cushion cap 1；It is vertical pre-
Stress rope 3 is to construct to complete to permanent cushion cap 1, existing to be drilled prestress hole using drilling device, then by steel strand wires from forever
Long cushion cap top is worn by permanent cushion cap to the hole being drilled in advance, and anchoring section is in the milk, after intensity is met the requirements,
In permanent cushion cap top tensioning vertical prestressing rope 3.
Inclined cable-stayed anchor cable 4 tilts through the permanent cushion cap 1 and is anchored in the side A 10 of the permanent cushion cap, and
Correspondence is connect with CABLEWAY ERECTION SYSTEM or erection；
Oblique prestressed cable 5 is parallel or nearly parallel setting relative to the Inclined cable-stayed anchor cable, described oblique pre-
Stress rope 5 passes through the permanent cushion cap 1 and is anchored in the side B 11 of the permanent cushion cap 1；
The side A 10 and the side B 11 are the opposite two sides of the permanent cushion cap 1, and the oblique prestressed cable 5 is suitable for flat
Weigh the Inclined cable-stayed anchor cable 4.
The technical solution takes full advantage of access bridge substructure pier (being also bridge pier, abutment), in work progress, only need by
Original structure pier size slightly increases.In addition, the technical solution replaces general match by setting vertical prestressing rope 3
Weight, anchor watch economy after making under the premise of guaranteeing safety coefficient.
Wherein the bottom of the permanent cushion cap 1 is in step-like, on the one hand accomplishes that dimension of platform minimizes as far as possible, on the other hand
Increase the resistant slide ability of total.
Wherein the vertical prestressing rope 3 is integrally connected with the permanent integrated molding of cushion cap 1, and the permanent cushion cap 1 is applied
Simultaneously, the vertical prestressing rope 3 is pre-buried to be installed on the permanent cushion cap 1 to work.Specifically, when applying permanent cushion cap, in advance
Then pre-buried good prestress pipe is installed on the permanent cushion cap 1 for the vertical prestressing rope 3 is pre-buried.
Wherein the Inclined cable-stayed anchor cable 4 and/or the oblique prestressed cable 5 it is corresponding with permanent 1 one of cushion cap at
Type is integrally connected, and simultaneously, the Inclined cable-stayed anchor cable 4 and/or the oblique prestressed cable 5 are pre-buried for the permanent construction of cushion cap 1
It is installed on the permanent cushion cap 1.
Wherein the Inclined cable-stayed anchor cable 4 is arranged in parallel double-layer structure, and every layer of structure is equipped with a plurality of oblique pull button
Hang anchor cable.
The technical solution is simple in sturcture, ingenious in design, rationally distributed, takes full advantage of existing structure pier or platform, reduces
Project cost, and greatly reduce construction volume, has saved construction period, meanwhile, the technical solution structure stress is clear, construction party
Just.
In addition, the present invention also provides the construction methods that one kind faces anchor system after mating type forever comprising following steps：
S1：The excavation of permanent cushion cap is carried out, and permanent cushion cap front end is excavated into step；
S2：Substrate original position friction test obtains friction coefficient μ；
S3：Binding, cooling water pipe and the built-in pipe of permanent cushion cap reinforcing bar be embedded, shuttering, casting concrete and conserves；
S4：Apply vertical prestressing rope and oblique prestressed cable；
S5：Tensioning vertical prestressing rope；
S6：According to the oblique prestressed cable of Inclined cable-stayed anchor cable construction progress tensioning in batches.
Permanent dimension of platform is on the basis of original permanent structure size according to Inclined cable-stayed system described in its step S1
System is calculated.
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 (8)
1. one kind faces anchor system after mating type forever, which is characterized in that including：
Access bridge substructure pier comprising permanent cushion cap and the permanent structure pile foundation for being undertaken in the permanent cushion cap bottom；
Vertical prestressing rope from bottom to top passes through the permanent cushion cap, and is anchored in the top surface of the permanent cushion cap；
Inclined cable-stayed anchor cable tilts through the permanent cushion cap and is anchored in the side A of the permanent cushion cap, and corresponding and cable
Rope Lift-on/Lift-off System or erection connection；
Oblique prestressed cable is parallel or nearly parallel setting, the oblique prestressed cable relative to the Inclined cable-stayed anchor cable
Across the permanent cushion cap and it is anchored in the side B of the permanent cushion cap；
The side A and the side B are the opposite two sides of the permanent cushion cap, the Suo Li that the oblique prestressed cable generates be suitable for
The Suo Li for balancing the Inclined cable-stayed anchor cable balances each other.
2. anchor system according to claim 1 after facing mating type forever, it is characterised in that：The bottom of the permanent cushion cap is in platform
Scalariform.
3. anchor system according to claim 1 after facing mating type forever, it is characterised in that：The vertical prestressing rope with it is described
Permanent cushion cap integrated molding is integrally connected, the permanent bearing platform construction simultaneously, the vertical prestressing rope is pre-buried be installed on it is described
Permanent cushion cap.
4. anchor system according to claim 1 after facing mating type forever, it is characterised in that：The Inclined cable-stayed anchor cable and/or
The oblique prestressed cable is corresponding to be integrally connected with the permanent cushion cap integrated molding, and the permanent bearing platform construction is simultaneously, described
The Inclined cable-stayed anchor cable and/or oblique prestressed cable is pre-buried is installed on the permanent cushion cap.
5. anchor system according to claim 1 after facing mating type forever, it is characterised in that：The Inclined cable-stayed anchor cable is in parallel
Double-layer structure setting, every layer of structure be equipped with a plurality of Inclined cable-stayed anchor cable.
6. according to claim 1 to facing anchor system after mating type described in 5 any one forever, it is characterised in that：The cable crane
Dress system or erection include knotted rope system and anchor cable system and pylon, the knotted rope system and the anchor cable system
System is connect with the pylon.
7. the construction method that one kind faces anchor system after mating type forever, which is characterized in that include the following steps：
S1：The excavation of permanent cushion cap is carried out, and permanent cushion cap front end is excavated into step；
S2：Substrate original position friction test obtains friction coefficient μ；
S3：Binding, cooling water pipe and the built-in pipe of permanent cushion cap reinforcing bar be embedded, shuttering, casting concrete and conserves；
S4：Apply vertical prestressing rope and oblique prestressed cable；
S5：Tensioning vertical prestressing rope；
S6：According to the oblique prestressed cable of Inclined cable-stayed anchor cable construction progress tensioning in batches.
8. the construction method according to claim 7 for facing anchor system after mating type forever, which is characterized in that described in step S1
Permanent dimension of platform is to be calculated on the basis of original permanent structure size according to erection.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810615858.7A CN108867376A (en) | 2018-06-14 | 2018-06-14 | Face anchor system and its construction method after mating type forever |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810615858.7A CN108867376A (en) | 2018-06-14 | 2018-06-14 | Face anchor system and its construction method after mating type forever |
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| CN108867376A true CN108867376A (en) | 2018-11-23 |
Family
ID=64339225
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| CN201810615858.7A Pending CN108867376A (en) | 2018-06-14 | 2018-06-14 | Face anchor system and its construction method after mating type forever |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111535160A (en) * | 2020-05-20 | 2020-08-14 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel inverted arch combined type cableway bridge abutment |
| CN111894026A (en) * | 2020-04-10 | 2020-11-06 | 中铁上海工程局集团有限公司 | Tunnel type pile foundation bearing platform combined anchorage structure and installation method thereof |
| CN113123233A (en) * | 2021-03-03 | 2021-07-16 | 中交二航局第二工程有限公司 | Anchorage design and construction method |
| CN114086554A (en) * | 2021-11-30 | 2022-02-25 | 广西路桥工程集团有限公司 | Permanent temporary combined type ground anchor and establishing method thereof |
| WO2024036497A1 (en) * | 2022-08-17 | 2024-02-22 | 中交第二公路工程局有限公司 | Deck cable and stabilizing cable anchoring system for cableway bridge, and construction method |
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| CN113123233B (en) * | 2021-03-03 | 2022-11-25 | 中交二航局第二工程有限公司 | Anchorage design and construction method |
| CN114086554A (en) * | 2021-11-30 | 2022-02-25 | 广西路桥工程集团有限公司 | Permanent temporary combined type ground anchor and establishing method thereof |
| WO2024036497A1 (en) * | 2022-08-17 | 2024-02-22 | 中交第二公路工程局有限公司 | Deck cable and stabilizing cable anchoring system for cableway bridge, and construction method |
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Application publication date: 20181123 |
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