CN109972493A - A kind of self-anchored suspension bridge design and construction method of First cable later girder - Google Patents
A kind of self-anchored suspension bridge design and construction method of First cable later girder Download PDFInfo
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- CN109972493A CN109972493A CN201910196550.8A CN201910196550A CN109972493A CN 109972493 A CN109972493 A CN 109972493A CN 201910196550 A CN201910196550 A CN 201910196550A CN 109972493 A CN109972493 A CN 109972493A
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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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension bridges
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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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Abstract
The invention discloses a kind of self-anchored suspension bridge design and construction methods of First cable later girder, comprising: (1) construct bridge tower, bridge pier, girder anchoring section of constructing；(2) construction jury anchor ingot, installs interim knotted rope；(3) main cable erection, the interim knotted rope of synchronous tension are carried out；(4) girder segment is lifted, main cable saddle and the interim knotted rope of tensioning at the top of pushing tow bridge tower；(5) girder forms entirety, removes interim knotted rope, completes system transform.The present invention have many advantages, such as stress it is clear, convenient for monitoring and not in open the navigation or air flight under bridge cut-off, construction method is relatively simple, convenient for design and monitoring；Compared with cable construction method after first beam, the present invention can guarantee to open the navigation or air flight under bridge and require, it avoids and sets up the interim measures such as full framing, Temporary Piers in the deeper river in riverbed, it can solve and be located under bridge more demanding, riverbed higher depth self-anchored suspension bridge construction difficult problem of opening the navigation or air flight, further promote the competitiveness of large span self-anchored suspension bridge.
Description
Technical field
The invention belongs to Bridge Designs and technical field of construction, and in particular to a kind of self-anchored suspension bridge of First cable later girder is set
Meter and construction method.
Background technique
The maximum difference of self-anchored suspension bridge and traditional earth anchored suspension bridge is: the former is anchored on girder main push-towing rope, after
Person's main push-towing rope is anchored in big ground.Since the main push-towing rope of self-anchored suspension bridge is anchored on girder, cause its girder Cheng Qiaohou by
Huge horizontal component；Girder is gradually assembled integral in the construction process, only can just be held after girder forms entirety
By biggish main push-towing rope horizontal component；Therefore, how main push-towing rope horizontal component to be transferred on girder, which becomes self-anchored suspension bridge, designs
One of with the key technology of construction.
Traditional self-anchored suspension bridge construction method is mainly cable method after first beam, construction procedure are as follows: first form girder
The entirety of horizontal force can be born, then by tensioning hoist cable and main cable saddle pushing tow, main push-towing rope horizontal component is constantly transferred to girder
On；According to the difference of main beam supporting method, cable method can be divided into rack construction, incremental launching construction and big segment lifting etc. again after first beam.
Though rack construction method easy construction, riverbed larger for span relatively depth and the bridge site for thering is interim navigation to require, branch
Frame method construction cost sharply increases, therefore self-anchored suspension bridge that is larger for span and having interim navigation to require, Support Method are applied
Work is just no longer applicable in.Incremental launching method can meet the bridge for having requirement of opening the navigation or air flight under bridge, but neutralize and slide there are steel box-girder stress collection
The problems such as road comes to nothing, and nose girder height is higher, it is possible to navigational clearance is occupied, to reduce steel box-girder stress, more face need to be set up
When pier, be not suitable for higher ranked self-anchored suspension bridge of opening the navigation or air flight under bridge.Big segment lifting method, which can meet temporarily to open the navigation or air flight under bridge, to be wanted
It asks, and segment lifting construction is relatively simple, since there are initial internal forces and initial linear after main beam supporting, though setting master can be passed through
Beam camber makes girder meet design requirement at bridge is linear, but can not eliminate the influence of initial internal force, it will leads into master after bridge
Cable, sunpender etc. are unsatisfactory for reasonable finished dead state.
The Chinese patent of Publication No. CN105648917A proposes the construction method synchronous using cable beam, and girder uses pushing tow
Construction carries out main cable construction simultaneously in incremental launching construction, and essence is exactly cable construction method after the first beam using girder pushing tow, by
In components such as nose girder to be arranged, Temporary Piers, for temporarily opening the navigation or air flight, higher ranked river is no longer applicable in.Therefore, after new first cable
The step of beam construction method attracts attention, First cable later girder construction method is: before girder forms entirety, first setting up main push-towing rope, then
Girder is lifted, main push-towing rope power is undertaken by setting temporary component；The First cable later girder critical problem to be solved is: in lifting girder
The self weight of process middle girder, whom main push-towing rope horizontal component undertaken by other words?
The Chinese patent of Publication No. CN107059637A and CN106149569A are proposed using interim head tower and interim
The method of suspension cable free cantilever erection girder segment, first bear girder by interim head tower and interim suspension cable in construction and be self-possessed
Power carries out hoist cable stretching construction after girder forms entirety, realizes system transform；In order to make full use of the drag-line of interim suspension cable
Power, which generally requires higher interim head tower, smaller so as to cause head tower longitudinal rigidity, to girder segment positioning and
Monitoring band is come difficult.With the increasing of span, interim head tower may be higher than permanent bridge tower cost.
The Chinese patent of Publication No. CN106149569A, CN204418031U and CN104652285A propose to use tower-
Beam temporary anchoring device undertakes the main push-towing rope horizontal component in work progress by the temporary anchoring device；But with self-anchored type
The span of suspension bridge continues to increase, and the horizontal component of main push-towing rope is also continuing to increase, temporary consolidation between girder and pier tower and
The thrust stiffness of Dun Ta itself limits the further increasing of self-anchored suspension bridge span.
Summary of the invention
In view of above-mentioned, the present invention provides a kind of self-anchored suspension bridge design and construction methods of First cable later girder, pass through
Jury anchor ingot and interim knotted rope are set, undertaken the main push-towing rope horizontal component in work progress by interim knotted rope and are passed to interim
Anchor ingot can balance main push-towing rope horizontal component to realize subsequent main cable and girder construction in the construction process.
A kind of self-anchored suspension bridge construction method of First cable later girder, includes the following steps:
(1) construction bridge tower, bridge pier, end bay girder, anchor span girder and girder anchoring section；
(2) the jury anchor ingot constructed for bearing main push-towing rope horizontal component, and then connection girder anchoring section and jury anchor are installed
The interim knotted rope of ingot；
(3) main push-towing rope is set up on bridge tower and makes its end anchorage on girder anchoring section, the synchronous tension in erection process
Interim knotted rope；
(4) girder segment is lifted, the gradually main cable saddle at the top of pushing tow bridge tower in hoisting process, and gradually tensioning is faced simultaneously
When knotted rope；
(5) main cable and girder is completed and is formed to remove interim knotted rope after entirety step by step, and the power on interim knotted rope is gradually transmitted
To girder, system transform is completed.
Further, the bridge pier constructed in the step (1) includes auxiliary pier and transition pier, and auxiliary pier is located at bridge tower and mistake
It crosses between pier, girder anchoring section is then constructed on auxiliary pier.
Further, end bay girder and anchor span girder are set up using falsework in the step (1).
Further, the jury anchor spindle position constructed in the step (2) is on the outside of girder anchoring section, and since self-anchored type is outstanding
Geology is often poor at cable bridge bridge site, therefore jury anchor ingot is fixed on big ground using pile foundation, is passed with undertaking by interim knotted rope
The horizontal component passed.
Further, the interim one kind of knotted rope as external pre-stress bundle in the step (2), in the process installed to it
It is middle constantly to carry out tensioning using the interim knotted rope of jack pair, make jury anchor ingot by oblique uplift force, girder anchoring section is then in flat
Weighing apparatus state.
Connecting structure of the girder anchoring section as girder and main push-towing rope, substantially belongs to a part of girder；It is described to face
When connecting structure of the knotted rope as girder anchoring section and jury anchor ingot.
The jury anchor ingot is fixed on big ground by pile foundation, remains stationary in the construction process；Model is covered with main push-towing rope
It encloses for inside, boundary of the girder anchoring section as the range, the position of jury anchor ingot is in the outside of girder anchoring section.
Further, the main push-towing rope constructed in the step (3) using thread erection, in erection process the self weight of main push-towing rope by
Cumulative big, main push-towing rope can generate certain horizontal component under Gravitative Loads at girder anchoring section, and horizontal component anchors girder
Duan Laxiang main span direction, therefore by the interim knotted rope of tensioning to balance the horizontal component.
Further, the step (3) passes through the imitative of related suspension bridge construction during tensioning interim knotted rope first
True mode calculates the stretching force of interim knotted rope design, and then the horizontal displacement of on-site supervision girder anchoring section, according to
The displacement adjusts stretching force needed for interim knotted rope when control practice of construction.
Further, the step (4) internal force of main push-towing rope after the construction of girder segment lifting starts continues to increase, with applying
The main push-towing rope internal force of the progress of work process, main span can gradually be greater than the main push-towing rope internal force of end bay, therefore need to monitor the level of bridge tower tower top
Displacement, when displacement is more than the main cable saddle of limit value then pushing tow tower top, with the internal force size of adjustment main span main push-towing rope and end bay main push-towing rope；
But the internal force that the operation of pushing tow main cable saddle will lead to end bay main push-towing rope increases, so that the horizontal component for being subject to girder anchoring section adds
Greatly, therefore the horizontal displacement of girder anchoring section need to be monitored, when displacement is more than the limit value then interim knotted rope of tensioning, to balance girder anchoring
The increased horizontal component of section.
The girder is not subject to main push-towing rope horizontal component before forming entirety, which is all held by interim knotted rope
Load, and then the horizontal component is transferred to jury anchor ingot by interim knotted rope.
Further, interim knotted rope forms whole in girder in the step (5) and to bear main push-towing rope horizontal component laggard
Row is removed, and demolishing process is substep and slowly carries out, while monitoring the displacement state of girder anchoring section.
First cable later girder self-anchored suspension bridge design and construction method of the present invention, have stress it is clear, convenient for monitoring and not in
The advantages that opening the navigation or air flight under bridge cut-off.Compared with cable construction method after traditional first beam, the present invention no longer sets up Man Tangzhi in main navigable
Frame and temporary rest pier；Compared with interim head tower and beam-pier tower temporary consolidation construction method, the present invention is without considering king-tower, bridge pier
Horizontal thrust stiffness and the problems such as temporary consolidation intensity.Therefore, the present invention can solve more demanding, river of opening the navigation or air flight under bridge
The self-anchored suspension bridge construction difficult problem of bed higher depth, can further promote the competitiveness of large span self-anchored suspension bridge.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of self-anchored suspension bridge of the present invention.
Fig. 2 (a) is the structural schematic diagram after First cable later girder self-anchored suspension bridge construction procedure one of the present invention.
Fig. 2 (b) is the structural schematic diagram after First cable later girder self-anchored suspension bridge construction procedure two of the present invention.
Fig. 2 (c) is the structural schematic diagram after First cable later girder self-anchored suspension bridge construction procedure three of the present invention.
Fig. 2 (d) is the structural schematic diagram after First cable later girder self-anchored suspension bridge construction procedure four of the present invention.
Fig. 2 (e) is the structural schematic diagram after First cable later girder self-anchored suspension bridge construction procedure five of the present invention.
Wherein: 1-bridge tower, 21-main span girders, 22-end bay girders, 23-anchor span girders, 24-girder anchoring sections,
31-main push-towing ropes, 32-hoist cables, 41-auxiliary piers, 42-transition piers, 5-falseworks, 6-jury anchor ingots, 7-interim knotted ropes.
Specific embodiment
In order to more specifically describe the present invention, with reference to the accompanying drawing and specific embodiment is to technical solution of the present invention
It is described in detail.
As shown in Figure 1, for typical double tower five across self-anchored suspension bridge, structure include: bridge tower 1, bridge pier (including
Auxiliary pier 41 and transition pier 42), girder (including main span girder 21, end bay girder 22 and anchor span girder 23), main push-towing rope 31 and hoist cable
32 etc..
From the self-anchored suspension bridge reasonable finished dead state of Fig. 1, it can be seen that since finished main cable shape of self-anchored suspension 31 is anchored in
On girder, when girder acts on vertical load, there are biggish horizontal component, this horizontal components to be held by girder for main push-towing rope 31
Load.The state of structure and bridge completion state are not exactly the same in work progress, and in the construction process, girder is segmented assembled；
Before forming entirety, girder is the unbearable horizontal component passed over by main push-towing rope 31, this is also that self-anchored suspension bridge will solve
One of design and construction problem certainly.Cable construction method thinking is relatively simple after conventional first beam, i.e., girder is initially formed one
It is whole, then carry out subsequent construction procedure；And First cable later girder construction method, then it is to consider the horizontal component of main push-towing rope 31 first by it
He undertakes temporary component, and after girder forms entirety, this horizontal component is slowly transferred on girder by temporary component again.
The construction of self-anchored suspension bridge is a state change process from scratch, and there are multiple systems to turn in the process for this
It changes.For First cable later girder construction method of the present invention, main and most complicated system transform is by the anchor point of main push-towing rope 31
It is transformed on girder by temporary component, in other words, gradually removes interim knotted rope 7 and jury anchor ingot 6, interim 7 power of knotted rope is released
It puts, is gradually transferred on girder, specifically then constructed by following steps:
Step 1: construction bridge tower 1, bridge pier (including auxiliary pier 41, transition pier 42), end bay girder 22, anchor span girder 23 with
And girder anchoring section 24, as shown in Fig. 2 (a), connecting structure of the girder anchoring section 24 as girder and main push-towing rope 31 substantially belongs to
A part of girder.
In self-anchored suspension bridge work progress, often main channel has interim navigation to require；For auxiliary at end bay position
Navigation channel, it is also possible to there is interim navigation to require.Auxiliary navigation channel in present embodiment is required without temporarily navigation, difficult to reduce construction
Degree and saving cost, set up end bay girder 22 using falsework 5.Certainly, in the case where end bay has interim navigation, equally
The construction method that First cable later girder can also be used carries out girder segment lifting after the erection of main push-towing rope 31 again；Anchor span is only used as ballast
Or bridge is matched across needs, is not related to anchor span construction for certain self-anchored suspension bridges, the present invention is equally applicable.
Step 2: construction can bear the jury anchor ingot 6 of 31 horizontal component of main push-towing rope, be positioned at girder anchoring section 24 and interim
Interim knotted rope 7 between anchor ingot 6, as shown in Fig. 2 (b), connection of the interim knotted rope 7 as girder anchoring section 24 and jury anchor ingot 6
Construction.
Using 31 coverage area of main push-towing rope as inside, boundary of the girder anchoring section 24 as the range, jury anchor ingot 6 is placed in master
The outside of beam anchoring section 24, this is determined by its mechanical characteristic.Geology is often poor at self-anchored suspension bridge bridge site, therefore
Jury anchor ingot 6 is fixed on big ground by pile foundation, remains stationary in the construction process, is transmitted to undertake by interim knotted rope 7
Horizontal component.Interim knotted rope 7 is between girder anchoring section 24 and jury anchor ingot 6, actually one kind of external pre-stress bundle；?
In work progress, interim knotted rope 7 need to be by the continuous tensioning of jack, and when the interim knotted rope 7 of tensioning, jury anchor ingot 6 is by oblique
Uplift force, girder anchoring section 24 are then in equilibrium state.
Step 3: carrying out the erection construction of main push-towing rope 31, and in 31 erection process of main push-towing rope, the interim knotted rope 7 of synchronous tension is such as schemed
Shown in 2 (c).
31 erection construction of main push-towing rope generallys use thread erection, therefore in erection process, the self weight of main push-towing rope 31 is to incrementally increase
's.Main push-towing rope 31 can generate certain horizontal component under Gravitative Loads at girder anchoring section 24；Meanwhile facing on main push-towing rope 31
When measure, such as cat road, construction equipment equally can also generate certain horizontal component, these horizontal components are by girder anchoring section
24 pull to main span direction, therefore need the interim knotted rope 7 of tensioning to balance the horizontal component.It is calculated, can be held very much by software modeling
It changes places to obtain the design stretching force of interim knotted rope 7, then by the horizontal displacement of on-site supervision girder anchoring section 24, to control reality
Required 7 pulling force of interim knotted rope when construction.
Step 4: lifting girder segment, in hoisting process, gradually 1 top main cable saddle of pushing tow bridge tower, while gradually tensioning
Interim knotted rope 7, as shown in Fig. 2 (d).
After the implementation of three steps in front, the state of self-anchored suspension bridge is almost consistent with earth anchored suspension bridge,
Difference is: during main cable and girder, the present invention will increase interim 7 step of knotted rope of tensioning.After girder segment lifting, main push-towing rope
31 stress continue to increase, and with the progress of work progress, 31 power of main span main push-towing rope can gradually be greater than 31 power of end bay main push-towing rope, suitable
Timing node pushing tow top of tower main cable saddle is to adjust side, 31 power size of main span main push-towing rope；But the operation of pushing tow main cable saddle can be led
31 power of end bay main push-towing rope is caused to increase, so that the horizontal component for being subject to girder anchoring section 24 increases, it is therefore desirable in pushing tow main cable saddle
While, the interim knotted rope 7 of tensioning balances the increased horizontal component of girder anchoring section 24 by interim 7 power of knotted rope.Specific implementation
When, 1 tower top horizontal displacement of bridge tower is monitored during main cable and girder, is more than limit value pushing tow tower top main cable saddle when being displaced, is supervised simultaneously
24 horizontal displacement of girder anchoring section is controlled, when displacement is more than the interim knotted rope 7 of limit value tensioning.
Step 5: after main cable and girder is completed and forms entirety, removing interim knotted rope 7 step by step, by the power on interim knotted rope 7 by
Step is transferred on girder, system transform is completed, as shown in Fig. 2 (e).
Girder is not subject to 31 horizontal component of main push-towing rope before forming entirety, which is all undertaken by interim knotted rope 7,
And then the horizontal component is transferred to jury anchor ingot 6 by interim knotted rope 7；As the construction of last block girder segment is completed, from
The girder of anchoring type rope-suspension bridge forms entirety, and girder can bear powerful horizontal component at this time.By the operation of first four step,
The numerical value of 7 power of interim knotted rope is larger, and risk may be brought by disposably removing interim knotted rope 7, therefore demolishing process is substep
And slowly, while the displacement state of girder anchoring section 24 need to be monitored；By removing interim knotted rope 7 step by step, release is undertaken by it
Pulling force, 31 horizontal component of main push-towing rope can be gradually transferred on girder.After step 5, the system of self-anchored suspension bridge turns
Completion is changed, the scheduled reasonable finished dead state of design institute has been returned to.
The above-mentioned description to embodiment is for that can understand and apply the invention convenient for those skilled in the art.
Person skilled in the art obviously easily can make various modifications to above-described embodiment, and described herein general
Principle is applied in other embodiments without having to go through creative labor.Therefore, the present invention is not limited to the above embodiments, ability
Field technique personnel announcement according to the present invention, the improvement made for the present invention and modification all should be in protection scope of the present invention
Within.
Claims (9)
1. a kind of self-anchored suspension bridge construction method of First cable later girder, includes the following steps:
(1) construction bridge tower, bridge pier, end bay girder, anchor span girder and girder anchoring section；
(2) the jury anchor ingot constructed for bearing main push-towing rope horizontal component, and then connection girder anchoring section and jury anchor ingot are installed
Interim knotted rope；
(3) main push-towing rope is set up on bridge tower and makes its end anchorage on girder anchoring section, and synchronous tension is interim in erection process
Knotted rope；
(4) girder segment is lifted, the gradually main cable saddle at the top of pushing tow bridge tower in hoisting process, and gradually tensioning is temporarily detained simultaneously
Rope；
(5) main cable and girder is completed and is formed to remove interim knotted rope after entirety step by step, and the power on interim knotted rope is gradually transferred to master
Liang Shang completes system transform.
2. self-anchored suspension bridge construction method according to claim 1, it is characterised in that: construct in the step (1)
Bridge pier includes auxiliary pier and transition pier, and auxiliary pier between bridge tower and transition pier, then construct on auxiliary pier by girder anchoring section.
3. self-anchored suspension bridge construction method according to claim 1, it is characterised in that: use and face in the step (1)
When bracket set up end bay girder and anchor span girder.
4. self-anchored suspension bridge construction method according to claim 1, it is characterised in that: construct in the step (2)
Jury anchor spindle position is on the outside of girder anchoring section and jury anchor ingot uses pile foundation to be fixed on big ground, is passed with undertaking by interim knotted rope
The horizontal component passed.
5. self-anchored suspension bridge construction method according to claim 1, it is characterised in that: temporarily detained in the step (2)
One kind of Suo Zuowei external pre-stress bundle constantly carries out tensioning using the interim knotted rope of jack pair during installing to it,
Make jury anchor ingot by oblique uplift force, girder anchoring section is then in equilibrium state.
6. self-anchored suspension bridge construction method according to claim 1, it is characterised in that: construct in the step (3)
Main push-towing rope is set up using thread, and the self weight of main push-towing rope is gradually increased in erection process, and main push-towing rope can anchor under Gravitative Loads in girder
Section place generates certain horizontal component, and girder anchoring section is pulled to main span direction by horizontal component, thus pass through the interim knotted rope of tensioning with
Balance the horizontal component.
7. self-anchored suspension bridge construction method according to claim 1, it is characterised in that: the step (3) is faced in tensioning
When knotted rope during, the tensioning of interim knotted rope design is calculated by the simulation model of related suspension bridge construction first
Power, and then the horizontal displacement of on-site supervision girder anchoring section adjust interim knotted rope when controlling practice of construction according to the displacement
Required stretching force.
8. self-anchored suspension bridge construction method according to claim 1, it is characterised in that: the step (4) is in girder section
The internal force that section lifting construction starts rear main push-towing rope continues to increase, and with the progress of work progress, the main push-towing rope internal force of main span can be gradually big
In the main push-towing rope internal force of end bay, therefore the horizontal displacement of bridge tower tower top need to be monitored, when displacement is more than the main rope of limit value then pushing tow tower top
Saddle, with the internal force size of adjustment main span main push-towing rope and end bay main push-towing rope；But the operation of pushing tow main cable saddle will lead to end bay main push-towing rope
Internal force increases, so that the horizontal component for being subject to girder anchoring section increases, therefore need to monitor the horizontal displacement of girder anchoring section, when
Displacement is more than the limit value then interim knotted rope of tensioning, to balance the increased horizontal component of girder anchoring section.
9. self-anchored suspension bridge construction method according to claim 1, it is characterised in that: temporarily detained in the step (5)
Rope is removed after girder forms entirety and can bear main push-towing rope horizontal component, and demolishing process is substep and slowly carries out, simultaneously
Monitor the displacement state of girder anchoring section.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910196550.8A CN109972493A (en) | 2019-03-15 | 2019-03-15 | A kind of self-anchored suspension bridge design and construction method of First cable later girder |
| CN201911120151.XA CN110761168A (en) | 2019-03-15 | 2019-11-15 | Design and construction method of cable-first beam-second self-anchored suspension bridge |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910196550.8A CN109972493A (en) | 2019-03-15 | 2019-03-15 | A kind of self-anchored suspension bridge design and construction method of First cable later girder |
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| CN201910196550.8A Pending CN109972493A (en) | 2019-03-15 | 2019-03-15 | A kind of self-anchored suspension bridge design and construction method of First cable later girder |
| CN201911120151.XA Pending CN110761168A (en) | 2019-03-15 | 2019-11-15 | Design and construction method of cable-first beam-second self-anchored suspension bridge |
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| CN111455862A (en) * | 2020-04-30 | 2020-07-28 | 中铁大桥科学研究院有限公司 | Construction method of continuous stiffening beam suspension bridge |
| CN112227206A (en) * | 2020-09-07 | 2021-01-15 | 中交二航局第二工程有限公司 | Process design and construction method for ground anchor to self-anchored beam |
| CN112962455A (en) * | 2021-01-31 | 2021-06-15 | 浙江交通职业技术学院 | Cable-first-beam-second segment hoisting self-anchored suspension bridge construction method |
| CN113186798A (en) * | 2021-03-30 | 2021-07-30 | 中交第二航务工程局有限公司 | Main cable slippage control method in non-support construction process of cable-first and beam-second suspension bridge |
| CN113235436A (en) * | 2021-04-28 | 2021-08-10 | 中交二航局第二工程有限公司 | Temporary inhaul cable construction method suitable for cable-first and beam-second construction of suspension bridge |
| CN114737495A (en) * | 2022-03-21 | 2022-07-12 | 中交第二航务工程局有限公司 | Dismantling method for cable-saddle-free jacking of concrete self-anchored suspension bridge |
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| CN112647431B (en) * | 2020-12-30 | 2022-06-10 | 中国电建集团市政规划设计研究院有限公司 | Construction method and design method for replaceable main cable of self-anchored suspension bridge |
| CN113235435B (en) * | 2021-04-20 | 2022-09-30 | 中交二航局第二工程有限公司 | Cable-first beam-second self-anchored suspension bridge system conversion construction method |
| CN113512946B (en) * | 2021-04-21 | 2022-05-20 | 招商局重庆交通科研设计院有限公司 | Deviation error control method for main tower of suspension bridge |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS56138540A (en) * | 1980-03-31 | 1981-10-29 | Kawasaki Heavy Ind Ltd | Vibration absorbing apparatus for towerlike structure |
| JP2002038421A (en) * | 2000-07-27 | 2002-02-06 | Shinko Wire Co Ltd | Erection method of structure |
| CN105648917A (en) * | 2016-01-08 | 2016-06-08 | 长沙理工大学 | Cable-beam synchronization construction method for composite beam self-anchored suspension bridge |
| CN106149569B (en) * | 2016-08-24 | 2018-02-02 | 长安大学 | The transforming methods of structural system of self-anchored suspension bridge First cable later girder construction |
| CN109137739B (en) * | 2018-09-12 | 2020-02-07 | 长安大学 | Tower anchor-pier anchor combined rapid construction method of self-anchored suspension bridge |
-
2019
- 2019-03-15 CN CN201910196550.8A patent/CN109972493A/en active Pending
- 2019-11-15 CN CN201911120151.XA patent/CN110761168A/en active Pending
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| CN111455862A (en) * | 2020-04-30 | 2020-07-28 | 中铁大桥科学研究院有限公司 | Construction method of continuous stiffening beam suspension bridge |
| CN112227206A (en) * | 2020-09-07 | 2021-01-15 | 中交二航局第二工程有限公司 | Process design and construction method for ground anchor to self-anchored beam |
| CN112962455A (en) * | 2021-01-31 | 2021-06-15 | 浙江交通职业技术学院 | Cable-first-beam-second segment hoisting self-anchored suspension bridge construction method |
| CN113186798A (en) * | 2021-03-30 | 2021-07-30 | 中交第二航务工程局有限公司 | Main cable slippage control method in non-support construction process of cable-first and beam-second suspension bridge |
| CN113186798B (en) * | 2021-03-30 | 2022-05-20 | 中交第二航务工程局有限公司 | Main cable slippage control method in non-support construction process of cable-first and beam-second suspension bridge |
| CN113235436A (en) * | 2021-04-28 | 2021-08-10 | 中交二航局第二工程有限公司 | Temporary inhaul cable construction method suitable for cable-first and beam-second construction of suspension bridge |
| CN114737495A (en) * | 2022-03-21 | 2022-07-12 | 中交第二航务工程局有限公司 | Dismantling method for cable-saddle-free jacking of concrete self-anchored suspension bridge |
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| CN110761168A (en) | 2020-02-07 |
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