CN108505443B - A kind of big segment lifting self-anchored suspension bridge construction method not setting camber - Google Patents
A kind of big segment lifting self-anchored suspension bridge construction method not setting camber Download PDFInfo
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- CN108505443B CN108505443B CN201810264960.7A CN201810264960A CN108505443B CN 108505443 B CN108505443 B CN 108505443B CN 201810264960 A CN201810264960 A CN 201810264960A CN 108505443 B CN108505443 B CN 108505443B
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- stiff girder
- big segment
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- suspension bridge
- anchored suspension
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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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- 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
- E01D21/10—Cantilevered erection
- E01D21/105—Balanced cantilevered erection
Abstract
The invention discloses the big segment lifting self-anchored suspension bridge construction methods that one kind does not set camber, first construction bridge tower, auxiliary pier and handover pier, set up full framing and Temporary Piers；The stiff girder for not setting camber is inserted into bracket and Temporary Piers, stiff girder longitudinal direction temporary constraint is set；It is welded after state to unstress state at adjustment stiff girder pad, completes the welding procedure of all pads；Main push-towing rope is set up, longitudinal temporary constraint is removed, completes the construction of subsequent self-anchored suspension bridge.Construction method of the present invention is easy to operate, is conducive to monitoring, girder is welded based on unstress state, a variety of arrangement and method for construction can be derived, is conducive to the advantage for playing large span, the self-anchored suspension bridge for having requirement of opening the navigation or air flight under bridge, can not temporarily open the navigation or air flight caused by solving the problems, such as because of construction with brackets；Compared with traditional " cable after first beam " method, the big segment lifting self-anchored suspension bridge construction is simple that the present invention does not set camber is easy, can further promote the competitiveness of large span self-anchored suspension bridge.
Description
Technical field
The invention belongs to bridge engineering construction technical fields, and in particular to one kind does not set the big segment lifting of camber from anchor
Formula suspension bridge construction method.
Background technique
Currently, self-anchored suspension bridge construction method mainly has " cable after first beam ", " beam-cable-beam " and three kinds of " First cable later girder ",
Wherein, latter two method uses less because needing complicated, expensive construction interim measure." cable after first beam " sets up girder method
It is divided into: Support Method, incremental launching method, big segment lifting method etc..
Support Method is one of " cable after first beam " erection most common method of stiff girder, but since self-anchored suspension bridge is constructed week
Phase is longer, is not suitable for the bridge for having requirement of opening the navigation or air flight under bridge.When span is larger, when riverbed is deeper, rack construction expense is larger, because
This Support Method is not suitable for compared with large span and has the self-anchored suspension bridge for requirement of opening the navigation or air flight under bridge.
Incremental launching method can meet the bridge for having requirement of opening the navigation or air flight under bridge, but neutralize slideway there are steel box-girder stress collection and come to nothing
The problems such as, and nose girder height is higher, it is possible to navigational clearance is occupied, to reduce steel box-girder stress, more Temporary Piers need to be set up, no
Suitable for higher ranked self-anchored suspension bridge of opening the navigation or air flight under bridge.
Big segment lifting method can meet temporarily navigation requirement under bridge, and segment lifting construction is relatively simple, due to main girder frame
There are initial internal forces and initial linear after if, though girder can be made to meet design requirement at bridge is linear by the way that girder camber is arranged,
But the influence of initial internal force can not be eliminated, it will Cheng Qiaohou main push-towing rope, sunpender etc. is caused to be unsatisfactory for reasonable finished dead state.
Therefore, it is badly in need of proposing a kind of big segment lifting self-anchored suspension bridge construction method suitable for not setting camber,
To solve above-mentioned technical problem.
Summary of the invention
In view of above-mentioned, the present invention provides the big segment lifting self-anchored suspension bridge construction method that one kind does not set camber,
Reasonable finished dead state can be reached after the completion of construction.
A kind of big segment lifting self-anchored suspension bridge construction method not setting camber, includes the following steps:
(1) according to mould absolute altitude construction bridge tower, auxiliary pier and transition pier, full framing is set up in end bay and anchor span region
Or Temporary Piers, Temporary Piers are built in main span region；
(2) stiff girder for not setting camber is inserted on full framing and Temporary Piers, and then Man Tangzhi will be inserted into
Stiff girder welding on frame is integral, and remaining stiff girder is divided into N number of big segment and is lifted using crane barge to Temporary Piers；Institute
It states big segment to connect by temporary support and the Temporary Piers at both ends, to be correspondingly formed two welding at each big segment both ends
Point, N are the natural number greater than 0；
(3) apply vertical bridge between stiff girder and bridge tower lower beam and between stiff girder and Temporary Piers to temporary constraint,
And then obtain vertical displacement difference and corner difference between the stiff girder of pad two sides；
(4) for any big segment in stiff girder, the temporary support at the big segment both ends is jacked using jack, so that
Stiff girder at the big segment both ends pad returns to unstress state and carries out welding procedure, falls after rise after completion；According to above-mentioned
Complete all big segment jacking-welding-falling work progress；
(5) will be on main cable erection to bridge tower and pre- inclined, while main push-towing rope both ends being anchored on the stiff girder of anchor span, it removes vertical
Bridge is to temporary constraint and completes subsequent self-anchored suspension bridge construction.
Further, the auxiliary pier is set on the outside of bridge tower, using it as the segmentation benchmark between end bay and anchor span region；
The transition pier is set on the outside of auxiliary pier, and anchor span is located between auxiliary pier and transition pier.
Further, the decrement that stiff girder is only considered on the basis of the stiff girder processing Shi Cheng bridge is linear, without setting
Set camber.
Further, Temporary Piers crest level+temporary support height+stiff girder deck-molding+pavement thickness=at the linear elevation of bridge, together
Sample, full framing crest level+stiff girder deck-molding+pavement thickness=at the linear elevation of bridge.
Further, for freely-supported and there is longitudinal restraint state in N number of big segment of the stiff girder after erection.
Further, after the stiff girder at the pad returns to unstress state, then the adjacent big section in the pad two sides
The vertical displacement difference and corner difference of section are zero, and everywhere pad is required to by jacking-welding-falling process.
From unstressed theory, the purpose of stiff girder is jacked i.e. so that pad returns to unstress state between segment, is returned
The purpose of stiff girder is fallen i.e. so that stiff girder Internal Force Redistribution；Therefore after the completion of welding procedure, stiff girder internal force and linear it is
One piece falls internal force in the case of frame and linear.
The present invention is not limited to a pad of once only constructing, the construction for being also applied for " multiple pad synchronous constructions " is suitable
Sequence.
The present invention is suitable for " end bay, anchor span, main span are big segment lifting " or " the big segment lifting in part " structure type.
The present invention is suitable for the structure type of only tower, double tower or more.
The big segment lifting self-anchored suspension bridge that the present invention is not limited to be constructed by " jacking-welding-falling ", is also applied for it
He uses the big segment lifting self-anchored suspension bridge of unstress state welding.
Construction method of the present invention is easy to operate, is conducive to monitoring, welds girder based on unstress state, can derive a variety of apply
Work scheme is conducive to the advantage for playing large span, the self-anchored suspension bridge for having requirement of opening the navigation or air flight under bridge, solves because of construction with brackets
The caused problem that can not temporarily open the navigation or air flight；Compared with traditional " cable after first beam " method, the present invention does not set the big segment lifting of camber certainly
Anchoring type rope-suspension bridge construction is simple is easy, can further promote the competitiveness of large span self-anchored suspension bridge.
Detailed description of the invention
Fig. 1 is the structural schematic diagram for the big segment lifting self-anchored suspension bridge that the present invention does not set camber.
Fig. 2 is the structural schematic diagram after the big segment lifting self-anchored suspension bridge construction procedure one of the present invention.
Fig. 3 is the structural schematic diagram after the big segment lifting self-anchored suspension bridge construction procedure two of the present invention.
Fig. 4 is the deformation induced by gravity schematic diagram of stiff girder after big segment lifting.
Fig. 5 is the vertical displacement difference and outer corner difference schematic diagram that a certain pad is read.
Fig. 6 is the linear schematic diagram of stiff girder after the completion of the construction of all pads.
Fig. 7 is the structural schematic diagram after the big segment lifting self-anchored suspension bridge construction procedure four of the present invention.
Wherein: 1-bridge tower, 21-end bay stiff girders, 22-anchor span stiff girders, 23-main span stiff girders, 231~234-
Main span is put more energy into girder segment, 31-main push-towing ropes, 32-hoist cables, 41-auxiliary piers, 42-transition piers, 51-end bay full framings, and 52-
Anchor span full framing, 6-Temporary Piers, 71~75-indulge bridges to temporary constraint, 8-temporary supports, 91~95-pads.
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, it is double tower five across structure that the present invention, which does not set the big segment lifting self-anchored suspension bridge of camber, mainly
Including two bridge towers 1, auxiliary pier 41, transition pier 42, end bay stiff girder 21, anchor span stiff girder 22, main span stiff girder 23, main push-towing rope 31
And hoist cable 32 etc..
Fig. 1 is that self-anchored suspension bridge is constructed later reasonable finished dead state by certain construction method, this is rationally at bridge like
State defines the internal force or linear of component, the main cutting length including main push-towing rope and linear, hoist cable cutting length, girder it is interior
Power and linear, king-tower internal force etc..
It is directed to the self-anchored suspension bridge of raft support method construction, unstress state is in when due to main beam supporting, as long as
Main push-towing rope and hoist cable blanking degree are controlled, then full-bridge after completing of constructing is reasonable finished dead state.Big segment lifting from anchor
Formula suspension bridge, stiff girder when setting up in there is stress state, carry out welding procedure without any processing to stiff girder, it is laggard
Row main cable erection and hoist cable stretching construction, then redistribution occurs for beam stress after stiff girder takes off frame, and hoist cable internal force is caused to occur
Variation, will differ greatly with reasonable finished dead state.The present invention mainly passes through jacking segment, so that vertical displacement difference at pad
Adjust with corner displacement difference to zero, carried out so that the welding of the point is under unstress state, especially by with
Lower step is constructed:
Step 1: after mould absolute altitude construction bridge tower 1, auxiliary pier 41 and transition pier 42, end bay full framing 51 is set up
With anchor span full framing 52, main span Temporary Piers 6 are built, as shown in Figure 2.
Step 2: the end bay stiff girder 21 for not setting camber and anchor span stiff girder 22 are inserted on full framing, are used
Four segments 231~234 of main span are inserted on Temporary Piers 6 by crane barge, are connected by temporary support 8, at this time between each segment and
There are five pads 91~95 between segment and end bay stiff girder；Construct simultaneously end bay stiff girder 21 and bridge tower lower beam and
The vertical bridge of main span stiff girder 23 and Temporary Piers 6 is to temporary constraint 71~75, as shown in Figure 3 and Figure 4.
There is no multiple spot resilient support for anchor span stiff girder 22, therefore the Internal Force Redistribution after de- frame are also not present, while anchor
It is not subject to the axle power effect of main push-towing rope 31 across stiff girder 22, therefore only needs to consider due to self weight generation when the processing of anchor span stiff girder 22
Amount of deflection；End bay stiff girder 21 and main span stiff girder 23 are acted on by the axle power of main push-towing rope 31, while being constructed by the present invention program
It after process, is not required to that any camber is arranged again, therefore end bay stiff girder 21 and main span stiff girder 23 only need to consider to add in processing
The decrement of strength beam.
The main span stiff girder 23 being inserted on Temporary Piers 6 deforms under Gravitative Loads, as shown in figure 4, each section simultaneously
The internal force distribution of section is simply supported beam mode, and there are vertical displacement difference and corners between the segment stiff girder at pad at this time
Difference, as shown in Figure 5.
Step 3: by left side bridge tower 1 in Fig. 3, the temporary support 8 of first segment 231 is jacked with jack, so that the
Stiff girder returns to unstress state at one pad 91, carries out welding procedure, falls after rise after the completion；Similarly, second section is jacked
232 temporary support 8 carries out welding procedure, returns after the completion so that stiff girder returns to unstress state at the second pad 92
It falls；The rest may be inferred, construct five pads 95 when, jack the 4th pad 94 at temporary support 8 so that the 5th pad 95
Place's stiff girder returns to unstress state, carries out welding procedure, falls after rise after the completion.
Jack jacks magnitude and is determined as two aspects: on the one hand very heavy as obtained by finite element software construction simulation process
Top jacking magnitude, this calculated value is as reference value, for verifying whether vertical displacement difference and corner difference return to zero；On the other hand
Pass through the vertical displacement surveyed when construction and corner monitoring data.
As shown in fig. 6, linear stiff girder is one continuous linear after main span segment jacking-welding-falling process.Thing
In reality, jacking is the process adjusted at stiff girder pad to unstress state, and welding is to be linked to be the process of continuous beam, and falling is
The internal force distribution of simply supported beam is reassigned into the process that one piece falls the internal force distribution of frame (i.e. continuous beam).
Step 4: by main push-towing rope 31 be inserted on bridge tower 1 and it is pre- while main push-towing rope 31 is anchored to end bay stiff girder 21 partially, tear open
Except vertical bridge is to temporary constraint 7, subsequent self-anchored suspension bridge construction is completed, as shown in Figure 7.
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 (6)
1. one kind does not set the big segment lifting self-anchored suspension bridge construction method of camber, include the following steps:
(1) according to mould absolute altitude construction bridge tower, auxiliary pier and transition pier, full framing is set up in end bay and anchor span region or is faced
When pier, build Temporary Piers in main span region；
(2) stiff girder for not setting camber is inserted on full framing and Temporary Piers, and then will be inserted on full framing
Stiff girder welding it is integral, remaining stiff girder is divided into N number of big segment and is lifted to Temporary Piers using crane barge；It is described big
Segment is connected by temporary support and the Temporary Piers at both ends, to be correspondingly formed two pads at each big segment both ends, N is
Natural number greater than 0；
(3) apply vertical bridge between stiff girder and bridge tower lower beam and between stiff girder and Temporary Piers to temporary constraint, in turn
Obtain the vertical displacement difference and corner difference between the stiff girder of pad two sides；
(4) for any big segment in stiff girder, the temporary support at the big segment both ends is jacked using jack, so that this is big
Stiff girder at the pad of segment both ends returns to unstress state and carries out welding procedure, falls after rise after completion；According to above-mentioned completion
All big segment jacking-welding-falling work progress；
(5) will on main cable erection to bridge tower and it is pre- while main push-towing rope both ends being anchored on the stiff girder of anchor span partially, remove vertical bridge to
Temporary constraint simultaneously completes subsequent self-anchored suspension bridge construction.
2. big segment lifting self-anchored suspension bridge construction method according to claim 1, it is characterised in that: the auxiliary pier
On the outside of bridge tower, using it as the segmentation benchmark between end bay and anchor span region；The transition pier is set on the outside of auxiliary pier, and
Anchor span is located between auxiliary pier and transition pier.
3. big segment lifting self-anchored suspension bridge construction method according to claim 1, it is characterised in that: the stiff girder
The decrement of stiff girder is only considered on the basis of processing Shi Cheng bridge is linear, no setting is required camber.
4. big segment lifting self-anchored suspension bridge construction method according to claim 1, it is characterised in that: Temporary Piers are risen
Journey+temporary support height+stiff girder deck-molding+pavement thickness=at the linear elevation of bridge, similarly, full framing crest level+stiff girder
Deck-molding+pavement thickness=at the linear elevation of bridge.
5. big segment lifting self-anchored suspension bridge construction method according to claim 1, it is characterised in that: the stiff girder
N number of big segment freely-supported and have longitudinal restraint state after erection.
6. big segment lifting self-anchored suspension bridge construction method according to claim 1, it is characterised in that: the pad
After the stiff girder at place returns to unstress state, then the vertical displacement difference and corner difference of the adjacent big segment in the pad two sides are equal
It is zero, everywhere pad is required to by jacking-welding-falling process.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109883307B (en) * | 2019-03-13 | 2021-04-16 | 中铁山桥集团有限公司 | Method for detecting camber of bridge member |
| CN109989351A (en) * | 2019-04-24 | 2019-07-09 | 中交第二公路工程局有限公司 | A kind of self-anchored suspension bridge Datum Strand linear control method |
| CN112962455B (en) * | 2021-01-31 | 2023-01-24 | 浙江交通职业技术学院 | Cable-first-beam-second segment hoisting self-anchored suspension bridge construction method |
| 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 |
| CN113221230B (en) * | 2021-06-04 | 2022-08-26 | 中交第二航务工程局有限公司 | Method for calculating opening amount of lower edge of stiffening beam of suspension bridge |
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| GB1173005A (en) * | 1966-11-29 | 1969-12-03 | Kawada Kogyo Kk | A Method of Constructing a Suspension Bridge |
| US4129917A (en) * | 1978-03-27 | 1978-12-19 | Eugene W. Sivachenko | Bridge structure |
| CN201056668Y (en) * | 2007-04-29 | 2008-05-07 | 武汉理工大学 | Hidden floating type overhanging cable bridge |
| CN101078198B (en) * | 2007-07-04 | 2010-07-28 | 湖南省交通规划勘察设计院 | Steel box beam erection method for self-anchored suspension bridge |
| CN101187199A (en) * | 2007-12-24 | 2008-05-28 | 中铁大桥局股份有限公司 | Self-anchoring type suspension bridge system conversion construction method |
| CN201198561Y (en) * | 2008-05-14 | 2009-02-25 | 上海远东国际桥梁建设有限公司 | Bridging system of self-anchoring type rope-suspension bridge |
| CN103266573B (en) * | 2013-06-17 | 2015-12-09 | 中铁山桥集团有限公司 | Steel Box Girder of Self-Anchored Suspension beam unidirectional single-point three slideway synchronous push construction method |
| CN104846747B (en) * | 2015-05-19 | 2017-01-04 | 长安大学 | A kind of self-anchored suspension bridge suspender tension technique based on self equilibrium systems |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN111455862B (en) * | 2020-04-30 | 2022-03-25 | 中铁大桥科学研究院有限公司 | Construction method of continuous stiffening beam suspension bridge |
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