CN1884702A - Steel beam suspension arm spanning and construction method adopting external eccentric prestress system - Google Patents
Steel beam suspension arm spanning and construction method adopting external eccentric prestress system Download PDFInfo
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- CN1884702A CN1884702A CN 200610019491 CN200610019491A CN1884702A CN 1884702 A CN1884702 A CN 1884702A CN 200610019491 CN200610019491 CN 200610019491 CN 200610019491 A CN200610019491 A CN 200610019491A CN 1884702 A CN1884702 A CN 1884702A
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Abstract
The invention relates to a method for building bridge, especially providing a method for building steel suspension arm with external eccentric prestress system, wherein at the top of steel beam, the invention functions temporary prestress to force one eccentric pressure on the steel beam, to lift up the steel suspension arm and reduce the drawing stress of upper arc rod and the press stress of lower arc rod, to make the steel beam assembled forwards. The invention can avoid arranging temporary pier or steel guide bream, with low cost and high reliability.
Description
Technical field
The present invention relates to a kind of erection method of bridge, is that a kind of employing external eccentric prestress system carries out steel girder cantilever erection construction method specifically.
Background technology
Along with China's economy, technology rapid development, need the truss bridge of construction increasing.The truss bridge that often the employing span is big when crossing over great rivers, multispan is continuous (or interim earlier continuous back freely-supported).Present stage, the Large-Span Continuous truss bridge has three kinds of methods commonly used when carrying out erection construction,---free cantilever erection adds the tower with suspended cable job practices, free cantilever erection adds interim pier job practices and dilatory (pushing tow) method.
When adopting first method, when adding the tower with suspended cable job practices and set up with free cantilever erection, again can be in two kinds of situation, a kind of situation is that the single-cantilever method is set up, another kind of method is that two cantilever methods set up.When adopting the single-cantilever method to set up, the general assembly unit first hole girder steel on support earlier, and at the girder steel assembly unit girder erection crane that winds up, then from an end toward other end internode assembly unit forward one by one.And two cantilever methods are when setting up, and generally are sections on assembly unit Dun Ding on the support earlier, assembly unit girder erection crane on girder steel then, symmetry, free cantilever erection piecemeal forward respectively from the Dun Ding two ends.
Because span is bigger, the steel girder cantilever assembly unit is during to certain-length, because steel girder cantilever end amount of deflection girder steel rod member big, the Dun Ding place is stressed bigger, surpass design and allow requirement, tower with suspended cable often is set at the Dun Ding place to be come the interim pull-up of cantilever end with the oblique rollering steel rope, with minimizing cantilever end amount of deflection and Dun Ding place girder steel rod member stress, and then continue cantilever, until the Dun Ding or the span centre closure segment place of next pier.
Adopt this method to carry out steel girder erection, have following three aspect problems: the thinking of (1), employing tower with suspended cable is exactly, provide the pulling force that makes progress of steel girder cantilever end with high tower and oblique rollering steel rope, reducing the following amount of deflection of cantilever end, and reduce the stress of lower chord on the Dun Ding place girder steel.Because span is bigger, requires tower with suspended cable higher, is subjected to wind effect big, should not use in the high wind district.In addition, itself just belongs to work high above the ground the assembly unit tower with suspended cable, and assembly unit is long in time limit, and dangerous.(2), since tower with suspended cable need provide the steel girder cantilever end bigger to upper pulling force, and symmetry is tiltedly drawn before and after needing, pylon need bear double vertical pressure, stressed very big, satisfy at the same time under the situation of vertical height, rigidity requirement, steel tower itself requires very strong, and structure is very huge, the expense height.(3), when adopting the intact current Kong Liang of tower with suspended cable frame, when setting up next hole beam,, pylon need be moved a hole forward if adopt the single-cantilever method to set up; If adopt two cantilever methods to set up, then pylon must be removed and be transferred to next Dun Dunding assembly unit again.Because tower with suspended cable itself is comparatively huge, move or peace is torn open and waited all comparatively difficultly, and unsafe factor is more.
When adopting second method, when adding interim pier job practices and set up, also can divide single-cantilever method and two cantilever methods to set up two kinds of situations with free cantilever erection.When adopting the single-cantilever method to set up, the general assembly unit first hole girder steel on support earlier, and, rely on the first hole girder steel as anchor hole, then internode assembly unit forward one by one at the girder steel assembly unit girder erection crane that winds up.And two cantilever methods are when setting up, and generally are sections on assembly unit Dun Ding on the support earlier, assembly unit girder erection crane on girder steel then, symmetry, free cantilever erection piecemeal forward from the Dun Ding two ends.
Because span is bigger, the steel girder cantilever assembly unit is to certain-length, because steel girder cantilever end amount of deflection girder steel rod member big, the Dun Ding place is stressed bigger, surpass design and allow requirement, need interim pier to be set at span centre, cantilever end is held up temporarily, continue free cantilever erection forward again, until next Dun Dunding or span centre closure segment place.
There are following three aspect problems in this method: (1), interim pier be with bearing capacity of foundation soil as counter-force, so that the top power that makes progress of steel girder cantilever end to be provided, interim pier is affected by environment very big.If in water, on soft foundation and bridge build interim pier when higher, it is just bigger to build the difficulty of interim pier own, the input of interim pier is very big.And be subjected to the restriction of current, the depth of water, shipping condition,, should not build interim pier in deep water, anxious, the busy location of shipping of stream.(2), because interim pier foundation needs buried soil, be unsuitable for down usefulness, waste greatly, the expense height.(3), after bridge construction is intact, also need interim pier foundation is handled, can not hinder view and navigation channel, drop into bigger.
When the third method of employing, with dilatory (pushing tow) when method is set up, the general assembly unit first hole girder steel on support earlier, at the girder steel front end provisional steel nose girder is set, carry out girder steel section assembling and dilatory piecemeal or pushing tow one by one forward at the girder steel afterbody then, reach in advance by steel nose girder on the Dun Ding of previous pier,, finish until the girder steel assembly unit of whole hole with the amount of deflection of minimizing girder steel front end and the rod member stress of Dun Ding place girder steel.
There is following problem in this method: provisional steel nose girder is set carries out steel girder erection, in fact still, belong to big cantilever construction, only nose girder is light from the formal girder steel of anharmonic ratio, the formal rod member of stress ratio of girder steel downwarp that it causes and Dun Ding place girder steel rod member is less, but when span is big, less nose girder can not meet the demands, if with long, bigger nose girder, then its deadweight will be too big also, not have its due effect, and the expense height.Therefore, interim nose girder method only adapts to the not too big steel girder erection of span.
In sum, establish for the large-span continuous steel roof beam structure, present stage lacks a kind of a large amount of work high above the ground that neither needs, and again association is not taken place for bridge height itself, current, the depth of water, geology, and the while is easy and simple to handle, expense is cheap, safe mass can guaranteed job practices.
Summary of the invention
Purpose of the present invention is exactly the defective that exists at existing steel girder erection job practices, provide a kind of employing external eccentric prestress system to carry out steel girder cantilever erection construction method, this method has solved because cantilever end bigger amount of deflection and the bigger stress of girder steel root that the girder steel deadweight produces, thereby causes that construction technology complexity, construction are dangerous, construction quality can not get the assurance problem.
Technical scheme of the present invention is achieved in that it is at the girder steel end face, apply interim prestressing force, make girder steel be subjected to the above eccentric compressive stress of a neutral axis, make and lift on the steel girder cantilever end, and the tensile stress of minimizing Dun Ding place upper chord and the compressive stress of lower chord, make girder steel can continue cantilever forward, finish until the girder steel assembly unit of whole hole.
The present invention is divided into following three kinds of methods:
1, the two free cantilever erections of girder steel:
The position that interim prestressing force applies when going out two free cantilever erection according to the concrete condition designing and calculating of girder steel, size etc., and carry out the node change design that prestressing force applies the place, supporting facility such as an anchoring part and scaffold design → pier top section girder steel carries out assembly unit → girder steel cantilever loop wheel machine → continuations is installed to two ends symmetrical cantilever girder steel internode in section two ends, pier top symmetry on support, by designing requirement interim prestressing force anchoring part → two ends being installed reaches, the downstream symmetry interim prestressing tendon of stretch-draw and detect girder steel rod member stress → two ends, Dun Ding place continue symmetrical cantilever girder steel internode for the second time or more times (if needed) according to designing requirement interim prestressing force anchoring part → two ends are installed and reach, the downstream symmetry interim prestressing tendon of stretch-draw also detects girder steel rod member stress → two ends, pier top and continues symmetrical cantilever girder steel internode to last Dun Ding, perhaps closes up at span centre with the girder steel that opposite pier cantilever is come.
2, girder steel single-cantilever assembly unit:
The position that interim prestressing force applies when going out the single-cantilever assembly unit according to the concrete condition designing and calculating of girder steel, size etc., and carry out the node change design that prestressing force applies the place, supporting facility such as anchoring part and scaffold design → the first hole girder steel assembly unit on support → installations girder steel cantilever loop wheel machine → continue is the cantilever girder steel internode → interim prestressing tendon of interim prestressing force anchoring part → stretch-draw is installed and is detected pier top girder steel rod member stress → continuations cantilever girder steel internode according to designing requirement forward, for the second time or more times (if needed) according to designing requirement the interim prestressing tendon of interim prestressing force anchoring part → stretch-draw is installed and is detected pier top girder steel rod member stress → continuations cantilever girder steel internode to last Dun Ding → second hole steel girder cantilever assembly unit → and use and go up also the interim prestressing force of stretch-draw → to this Kong Liang and circulate to construct and install until whole girder steels by this with the interim prestress system in last hole.
3, girder steel dilatory (pushing tow) sets up:
The position that interim prestressing force applies when going out dilatory (pushing tow) according to the concrete condition designing and calculating of girder steel, size etc., and carry out the node change design that prestressing force applies the place, second section on dilatory second section girder steel of (pushing tow) one section → original position assembly unit of supporting facility such as anchoring part and scaffold design → first section girder steel of assembly unit on support → forward → forward dilatory (pushing tow) → so be circulated to girder steel front end cantilever to design length → according to designing requirement the interim prestressing tendon of interim prestressing force anchoring part → stretch-draw is installed and detect pier top girder steel rod member stress → continuations assembly unit and dilatory (pushing tow) girder steel sections → second time or more times (if needed) according to designing requirement the interim prestressing tendon of interim prestressing force anchoring part → stretch-draw is installed and detect pier top girder steel rod member stress → continuations assembly unit and dilatory (pushing tow) girder steel sections to last Dun Ding → continuations assembly unit and draw (pushing tow) second hole girder steel sections → press the interim prestressing force size of calculation requirement adjustment, the continuation assembly unit is also drawn (pushing tow) girder steel sections and is finished until whole girder steel assembly units.
Compare with background technology, the present invention neither needs a large amount of work high above the ground, do not take place relatedly, affected by environment little with bridge height itself, current, the depth of water, geological condition etc. again, have original advantages such as easy and simple to handle, that expense is cheap, safe mass is guaranteed.
Calculate and job practices
Computational methods
Structural calculation is carried out according to structural mechanics virtual work displacement principle.Concrete structure adopts space Structure Analysis software to calculate.
This computational analysis is that example describes with the construction operating mode of girder steel English truss assembly unit all.
Simultaneously, in order to be elaborated, be that example (construction operating mode as shown in Figure 1, stress model figure is as shown in figure 29) is described below with the two free cantilever erection stress models of English truss again to calculating principle:
In the structure stress model, P is a working load under the construction state, and q is the deadweight of girder steel, and the interim prestressing force of N for winding up and apply at girder steel calculates rod member axial force N
k
Under unit load P=1 effect, calculate rod member axial force N
p
When calculating the trussed construction distortion, only consider the influence of axial deformation usually, truss is under the joint load effect, and each rod member only produces axial force, and the axial force N of every rod member
k, N
pAnd the cross sectional area A of rod member is normally constant along bar, and L represents rod member length, and E represents the modulus of elasticity of rod member, and displacement and rod member stress σ are calculated as follows:
Δkp＝∑(N
kN
pL/EA)
σ＝N
k/A
Apply different prestressing force according to different positions, make girder steel rod member stress and distortion be within the design permissible range.
Concrete construction condition calculating pattern and the distortion schematically as follows:
See for details during the two free cantilever erection of girder steel and load and distortion condition diagram 1-Fig. 4
See for details during the assembly unit of girder steel single-cantilever and load and distortion condition diagram 9-Figure 12
Girder steel dilatory (pushing tow) sees for details when setting up and loads and distortion condition diagram 18-Figure 21
3.2, job practices
3.2.1, the steel girder cantilever assembly unit:
At first according to the concrete structure of girder steel, establishment construction organization design, determining to carry out single-cantilever still is to carry out the steel girder cantilever assembly unit with two cantilever methods, when designing and calculating goes out the steel girder cantilever assembly unit, the maximum stress of the amount of deflection of steel girder cantilever end and pier top girder steel rod member, and the stability of girder steel.Calculate then at what elevation place of girder steel end face and apply prestressing force, where anchor point is arranged on, and need be divided into what stretch-draw, and how much prestressing force of every grade of stretch-draw is etc.According to designing and calculating, process the anchoring part of special-shaped node and prestress anchoraging etc.Except carrying out normal steel girder erection preparation, also need to carry out the material of prestressed stretch-draw, the preparation of facility.
When adopting the two free cantilever erection of girder steel, set up pier collateral branch frame in the both sides of bridge pier, be transported to by the pier piecing together good girder steel rod member in advance, on support, carry out section girder steel assembly unit of pier top and erection support, bearing is temporary fixed.Assembly unit girder erection crane on the girder steel that has set up, push up section girder steel two ends symmetry cantilever girder steel sections with girder erection crane at pier, reach the design admissible value until cantilever end amount of deflection, Dun Ding place girder steel rod member stress, the anchoring part of interim prestress anchoraging is installed by designing requirement, and at two ends and the interim prestressing tendon of upstream and downstream bilateral symmetry stretch-draw, detect Dun Ding place girder steel rod member stress, control it in the design permissible range.Symmetrical cantilever girder steel internode is continued at two ends, and until last Dun Ding, perhaps the girder steel of coming with opposite pier cantilever closes up at span centre.When if designing and calculating needs during this time, can carry out the second time or symmetrical more frequently stretch-draw to cantilever end, detect pier top girder steel rod member stress.The girder steel assembly unit for the treatment of this work area finishes, promptly dismountable interim prestress system, and the vertical, horizontal axis and the elevation of adjustment girder steel bearing and girder steel carry out grouted solid with bearing.When design temperature,, finish steel girder erection with girder steel and bearing locking.
When adopting the assembly unit of girder steel single-cantilever, carry out setting up of the first hole girder steel with the support method.Elder generation's assembling support is installed the bearing of first pier and temporary fixed, then, is transported to by the support piecing together good girder steel rod member in advance, sets up with the loop wheel machine lifting.Assembly unit girder steel cantilever loop wheel machine on the good girder steel of assembly unit, internode assembly unit forward one by one.When first internode assembly unit of the second hole beam finishes, in the top lifting of fulcrum place, second pier bearing is installed, proceed the second hole steel girder cantilever assembly unit then.Cantilever more forward, the cantilever end amount of deflection is big more, wind up tension, lower edge pressurized of Dun Ding place girder steel rod member simultaneously, stress is increasing.When near the design admissible value, the anchoring part of interim prestress anchoraging is installed, the prestressed bundle carries out stretch-draw by design calculated value upstream and downstream symmetry, and cantilever end is is upwards drawn and lifted.At this moment, Dun Ding place girder steel upper cord member pressurized, lower edge rod member tension, but must be controlled within the permissible range.Continue free cantilever erection forward, reach the Dun Ding of last pier until cantilever end.During this time will be by design calculated value, whether decision carries out the multiple spot grading tension.When the second hole steel girder cantilever assembly unit finishes, and then carry out the free cantilever erection of the 3rd hole girder steel.The method of the 3rd hole steel girder cantilever assembly unit is identical with the second hole steel girder cantilever assembly unit, and the material, the facility that are used for the second hole girder steel stretch-draw can be used the 3rd hole girder steel use.Use the same method by carrying out the steel girder cantilever assembly unit and finish in the hole until whole girder steel assembly units.At last, remove interim prestress system, accurately adjust the vertical, horizontal axial location of girder steel and the elevation of girder steel, adjust the position and the elevation of girder steel bearing, bearing is carried out grouted solid.When design temperature, girder steel and bearing are locked, finish steel girder erection.
3.2.2, girder steel dilatory (pushing tow) sets up:
At first according to the concrete condition of girder steel, designing and calculating goes out girder steel dilatory (pushing tow) when setting up, the maximum stress of the amount of deflection of steel girder cantilever end and pier top girder steel rod member, calculate then at what elevation place of girder steel end face and apply prestressing force, where anchor point is arranged on, need be divided into what stretch-draw, how much prestressing force of every grade of stretch-draw is etc.According to designing and calculating, process the anchoring part of special-shaped node and prestress anchoraging etc.Except carrying out normal steel girder erection preparation, also need to carry out the material of prestressed stretch-draw, the preparation of facility.
Carry out the assembly unit of one section girder steel of distal-most end with the support method.Elder generation's assembling support then, is transported to by the support piecing together good girder steel rod member in advance, sets up with the loop wheel machine lifting.Dilatory (pushing tow) equipment is installed, dilatory forward (pushing tow) a section, continuation is at the tail end of girder steel, second section girder steel of original position assembly unit, and dilatory (pushing tow) equipment of installation, dilatory forward (pushing tow) second section girder steel, one section promptly dilatory forward (pushing tow) a section of assembly unit allows length until girder steel front end cantilever to design like this.According to designing requirement the anchoring part of interim prestress anchoraging is installed, tensioning equipment and interim prestressing tendon are installed, the upstream and downstream symmetry interim prestressing tendon of stretch-draw also detects pier top girder steel rod member stress.Continue assembly unit and dilatory (pushing tow) girder steel sections then, look the designing and calculating situation, whether decision needs to carry out repeatedly stretch-draw of classification.Continue assembly unit and dilatory (pushing tow) girder steel sections again, reach the Dun Ding of last pier until cantilever end.Dilatory (pushing tow) sets up this hole girder steel and finishes, and continues assembly unit and dilatory (pushing tow) erection of second hole girder steel.Since the first hole girder steel the cantilever of cantilever dilatory (pushing tow) girder steel during to later half hole with apply prestressed operating mode, with the cantilever of second hole girder steel girder steel when preceding half hole of cantilever dilatory (pushing tow) with to apply prestressed operating mode different, in the pushing tow process, need be according to calculating and the interim prestressed size of on-site supervision situation adjustment.According to said method, continuing also dilatory (pushing tow) girder steel sections of assembly unit finishes until whole girder steel assembly units.The girder steel assembly unit for the treatment of this work area finishes, and promptly dismountable interim prestress system is accurately adjusted the vertical, horizontal axial location of girder steel and the elevation of girder steel, adjusts the position and the elevation of girder steel bearing, and bearing is carried out grouted solid.When design temperature, girder steel and bearing locked finish steel girder erection.
Description of drawings
Fig. 1 is that the present invention adopts two cantilever methods to carry out steel girder erection stress model figure
Fig. 2 adopts two cantilever methods to carry out steel girder erection not tie when applying interim prestressing force
Structure distortion schematic diagram
Fig. 3 adopts two cantilever methods to carry out steel girder erection malformation schematic diagram after applying interim prestressing force
Fig. 4 be adopt two cantilever methods carry out steel girder erection apply interim prestressing force and proceed steel girder erection after the malformation schematic diagram
Fig. 5 is that the present invention adopts two cantilever methods to carry out the construction schematic diagram of steel girder erection pier top section
Fig. 6 adopts two cantilever methods to carry out the construction schematic diagram of steel girder erection
Fig. 7 is the schematic diagram that interim prestress system is installed when adopting two cantilever methods to carry out steel girder erection
Fig. 8 be when adopting two cantilever methods to carry out steel girder erection after applying prestressing force, continue to set up the schematic diagram of girder steel
Fig. 9 is that the present invention adopts the single-cantilever method to carry out steel girder erection stress model figure
Figure 10 adopts the single-cantilever method to carry out steel girder erection malformation schematic diagram when not applying interim prestressing force
Figure 11 adopts the single-cantilever method to carry out steel girder erection to apply malformation schematic diagram behind the interim prestressing force
Figure 12 adopts the single-cantilever method to carry out steel girder erection to apply interim prestressing force, and proceeds malformation schematic diagram behind the steel girder erection
Figure 13 adopts the single-cantilever method of setting up to carry out end bay steel girder erection schematic diagram on support
Figure 14 adopts the single-cantilever method of setting up to carry out end bay steel girder erection and assembly unit cantilever loop wheel machine schematic diagram
Figure 15 be adopt the single-cantilever method of setting up carry out the end bay steel girder erection intact after, continue cantilever schematic diagram forward
Figure 16 adopts the single-cantilever method of setting up that the schematic diagram of interim prestress system is installed
Figure 17 adopts the single-cantilever method of setting up to continue to set up the girder steel schematic diagram after applying interim prestressing force
Figure 18 adopts dilatory (pushing tow) method to carry out steel girder erection stress model figure
Figure 19 adopts dilatory (pushing tow) method to carry out steel girder erection malformation schematic diagram when not applying interim prestressing force:
Figure 20 adopts dilatory (pushing tow) method to carry out steel girder erection malformation schematic diagram after applying interim prestressing force
Figure 21 be adopt dilatory (pushing tow) method carry out steel girder erection apply interim prestressing force and proceed steel girder erection after the malformation schematic diagram
Figure 22 adopts dilatory (pushing tow) method to carry out the schematic diagram that far-end is striden the girder steel assembly unit
Figure 23 adopts dilatory (pushing tow) method to carry out one section of steel girder erection assembly unit, dilatory (pushing tow) one section construction signal block diagram
Figure 24 adopts dilatory (pushing tow) method to carry out the construction schematic diagram of steel girder erection front end steel girder cantilever
Figure 25 adopts dilatory (pushing tow) method to carry out the schematic diagram that steel girder erection is installed interim stretch-draw prestressing force system
Figure 26 adopts dilatory (pushing tow) method to carry out steel girder erection to apply interim prestressing force, continues the schematic diagram of assembly unit girder steel after the test passes
Figure 27 is when carrying out interim prestressed stretch-draw, the prestress anchoraging schematic diagram
Figure 28 is the lateral view of Figure 27
Figure 29 is at following couple of free cantilever erection stress model figure of unit load effect
The specific embodiment
The 1st operating mode: adopt two cantilevers to carry out steel girder erection
1, stress model such as Fig. 1.
2, when not applying interim prestressing force, malformation schematic diagram such as Fig. 2;
P is a working load
Δ is the vertical displacement of structure at deadweight, working load effect lower node.
3, after applying interim prestressing force, malformation schematic diagram such as Fig. 3;
P is a working load, and N is the interim prestressing force that applies, and Δ 1 is the vertical displacement of structure at deadweight, working load, prestressing force acting in conjunction lower node.Δ 2 is the vertical recurvation displacement of structure in deadweight, working load, prestressing force acting in conjunction steel girder cantilever part.
4, apply interim prestressing force and proceed steel girder erection after, malformation schematic diagram such as Fig. 4 P are working load, N is for applying prestressing force;
Δ 1 applies the vertical displacement of prestressed node under deadweight, working load, prestressing force acting in conjunction for structure;
Δ 2 is the vertical displacement of structure front nodal point under deadweight, working load, prestressing force acting in conjunction.Main construction sequence:
Construction sequence one:
1, at the other assembly unit girder steel of pier mounting bracket.
2, utilize the other loop wheel machine of pier that initial sections girder steel is installed on support, bearing is temporary fixed.
3, install initial sections girder steel after, at the girder steel two ends girder erection crane is installed respectively.As shown in Figure 5.
Construction sequence two:
1, utilize girder erection crane girder steel to be installed toward two ends difference symmetry.As Fig. 6.
Construction sequence three:
1, utilize girder erection crane to continue girder steel to be installed to designing stretch-draw place toward the two ends symmetry.
2, prestress system such as prestressed anchoring part.As Fig. 7, Figure 27, Figure 28.Among Figure 27 and Figure 28,1 for prestressing tendon, 2 anchoring parts, 3 ground tackles, 4 for anchor plate, 5 for upper chord, H be that upper cord member height, X are the distance of interim prestressing tendon anchorage point apart from the girder steel end face.Construction sequence four:
1, carries out interim prestressed stretch-draw by designing requirement.
2, measure the stress of girder steel front end node displacement and girder steel root rod member.
3, after the test passes, continue to set up girder steel forward.As Fig. 8.
Construction sequence five:
1, continues to set up girder steel on the basis of construction in front, carry out the Dun Ding that girder steel closes up or reach previous pier at last.
2, close up or reach the Dun Ding of previous pier after, remove prestress system.
3, accurately adjust girder steel elevation and vertical, horizontal axis shift, adjust and erection support, the beam that falls when design temperature with girder steel and bearing locking, is finished steel girder erection.
Illustrate:
(1), carries out interim prestress system design according to malformation and steel girder cantilever root stressing conditions.
(2), according to each bridge concrete condition, can be designed to segmentation, carry out interim tensioning construction in batches.
(3), interim prestressed stretch-draw facility, material, and construction precautions.
The facility that prestressed stretch-draw uses have: prestressing force punching jack, high-pressure oil pump, accurate oil pressure gauge etc.;
Prestressed stretch-draw material: prestress wire, prestressed anchor, the anchoring part that links together with the girder steel node etc.;
Prestressed stretch-draw points for attention: 1., before the stretch-draw, need to lay scaffold floor,, then need set up pin hand platform, with handled easily in the girder steel end if in the stretch-draw of girder steel end at the girder steel end face.2., prestressing force jack, prestressed anchor, high-pressure oil pump, oil pressure gauge etc. need test, demarcate by code requirement, and its precision is met the requirements.3., apply interim prestressing force, answer the upstream and downstream symmetry to carry out according to design attitude.4., when carrying out prestressed stretch-draw, personnel can not stand in the back of jack, hurt sb.'s feelings in case ground tackle flies out.
(4), when setting up the cantilever end girder steel, should prevent to topple.
(5), this method also is applicable to steel box beam erection.
The 2nd operating mode: adopt single-cantilever to carry out steel girder erection
1, stress model such as Fig. 9.
2, when not applying interim prestressing force, malformation schematic diagram such as Figure 10.
P is a working load
Δ is the vertical displacement of structure front nodal point under deadweight, working load effect.
3, behind the interim prestressing force, malformation schematic diagram such as Figure 11.
P is a working load, and N is for applying prestressing force.
Δ is the vertical displacement of structure at deadweight, working load, prestressing force acting in conjunction lower node.
4, apply interim prestressing force and proceed steel girder erection after, malformation schematic diagram such as Figure 12.P is a working load, and N is for applying prestressing force.
Δ 1 applies the vertical displacement of prestressed node under deadweight, working load, prestressing force acting in conjunction for structure.
Δ 2 is the vertical displacement of structure front nodal point under deadweight, working load, prestressing force acting in conjunction.
Main construction sequence:
Construction sequence one:
1, at first carries out the end bay steel girder erection on the support.As Figure 13.
2, girder steel cantilever loop wheel machine is installed on the end bay girder steel that has set up.As Figure 14.
Construction sequence two:
1, utilize girder erection crane to continue girder steel to be installed toward front boom.As Figure 15.
Construction sequence three:
1, girder steel is installed to designing stretch-draw place with the girder erection crane cantilever.
2, by interim prestress systems such as designing requirement prestressed anchoring parts.As Figure 16, Figure 27.
Construction sequence four:
1, carries out interim prestressed stretch-draw and test the stress of local rod member.
2, measure girder steel end amount of deflection.
3, after the test passes, continue to set up girder steel, as Figure 17.
Construction sequence five:
1, continues to set up girder steel on the basis of construction in front, carry out the Dun Ding that girder steel closes up or reach previous pier at last.
2, close up or reach the Dun Ding of previous pier after, remove prestress system.
3, accurately adjust girder steel elevation and vertical, horizontal axis shift, adjust and erection support, the beam that falls when design temperature with girder steel and bearing locking, is finished steel girder erection.
Illustrate:
(1), carries out the prestress system design according to malformation and steel girder cantilever root stressing conditions.
(2), according to each bridge concrete condition, can be designed to segmentation, carry out interim tensioning construction in batches.
(3), interim prestressed stretch-draw facility, material, and construction precautions
The facility that prestressed stretch-draw uses have: prestressing force punching jack, high-pressure oil pump, accurate oil pressure gauge etc.;
Prestressed stretch-draw material: prestress wire, prestressed anchor, the anchoring part that links together with the girder steel node etc.;
Prestressed stretch-draw points for attention: 1., before the stretch-draw, need to lay scaffold floor,, then need set up pin hand platform, with handled easily in the girder steel end if in the stretch-draw of girder steel end at the girder steel end face.2., prestressing force jack, prestressed anchor, high-pressure oil pump, oil pressure gauge etc. need test, demarcate by code requirement, and its precision is met the requirements.3., apply interim prestressing force, answer the upstream and downstream symmetry to carry out according to design attitude.4., when carrying out prestressed stretch-draw, personnel can not stand in the back of jack, hurt sb.'s feelings in case ground tackle flies out.
(4), when setting up the cantilever end girder steel, should prevent to topple.
(5), this method also is applicable to steel box beam erection.
The 3rd operating mode: adopt dilatory (pushing tow) method to carry out steel girder erection
1, stress model such as Figure 18.
2, when not applying interim prestressing force, malformation schematic diagram such as Figure 19.
Δ is the vertical displacement of structure front nodal point under the deadweight effect.
3, after applying interim prestressing force, malformation schematic diagram such as Figure 20.
N is for applying prestressing force;
Δ is the vertical displacement of structure at deadweight, prestressing force acting in conjunction lower node.
4, apply interim prestressing force and proceed steel girder erection after, malformation schematic diagram such as Figure 21 N are for applying prestressing force;
Δ is structure applies prestressed node under deadweight, prestressing force acting in conjunction vertical displacement.
Main construction sequence:
Construction sequence one:
1, at first segmentation is carried out distal-most end and is striden the girder steel assembly unit on support, as Figure 22.
2, one section of assembly unit in position, one section of pushing tow (draw) forward just, advance in past opposite bank, as Figure 23.
Construction sequence two:
1, continue assembly unit in position and forward pushing tow (drawing) set up girder steel, as Figure 24.
Construction sequence three:
1, continue assembly unit in position and forward pushing tow (draw) set up girder steel to girder steel front end cantilever and reach and design stretch-draw place.
2, interim stretch-draw prestressing force system such as prestressed anchoring part is as Figure 25, Figure 27.
Construction sequence four:
1, carries out interim prestressed stretch-draw by designing requirement, and test the stress of local rod member.
2, measure steel girder cantilever end amount of deflection.
3, after the test passes, continue the assembly unit girder steel, as Figure 26.
Construction sequence five:
1, continue to set up girder steel on the basis of construction in front, carry out at last girder steel close up (when in two sides respectively when opposite bank dilatory (pushing tow)) or reach the Dun Ding of previous pier.
2, close up or reach the Dun Ding of previous pier after, the same if the footpath is striden in later hole, then do not need to change the position of interim prestress system, only need to adjust the prestressing force size, can adapt to the continuation needs of dilatory (pushing tow) forward.
3, draw (pushing tow) when last hole girder steel and put in place, accurately adjust girder steel elevation and vertical, horizontal axis shift, adjust and erection support, the beam that falls when design temperature with girder steel and bearing locking, is finished steel girder erection.
Illustrate:
(1), carries out the prestress system design according to malformation and steel girder cantilever root stressing conditions.
(2), according to each bridge concrete condition, can be designed to segmentation, carry out interim tensioning construction in batches.
(3), interim prestressed stretch-draw facility, material, and construction precautions
The facility that prestressed stretch-draw uses have: prestressing force punching jack, high-pressure oil pump, accurate oil pressure gauge etc.;
Prestressed stretch-draw material: prestress wire, prestressed anchor, the anchoring part that links together with the girder steel node etc.;
Prestressed stretch-draw points for attention: 1., before the stretch-draw, need to lay scaffold floor,, then need set up pin hand platform, with handled easily in the girder steel end if in the stretch-draw of girder steel end at the girder steel end face.2., prestressing force jack, prestressed anchor, high-pressure oil pump, oil pressure gauge etc. need test, demarcate by code requirement, and its precision is met the requirements.3., apply interim prestressing force, answer the upstream and downstream symmetry to carry out according to design attitude.4., when carrying out prestressed stretch-draw, personnel can not stand in the back of jack, hurt sb.'s feelings in case ground tackle flies out.
(4), when dilatory (pushing tow) girder steel of cantilever, should prevent to topple.
(5), this method also is applicable to steel box beam erection.
Claims (4)
1, a kind of employing external eccentric prestress system carries out steel girder cantilever erection construction method, it is characterized in that: it is to apply interim prestressing force at the girder steel end face, make girder steel be subjected to the above eccentric compressive stress of a neutral axis, make and lift on the steel girder cantilever end, and reduce the tensile stress of Dun Ding place upper chord and the compressive stress of lower chord, make the amount of deflection of girder steel, the steel girder erection job practices that stress adheres to specification.
2, a kind of employing external eccentric prestress system according to claim 1 carries out steel girder cantilever erection construction method, and it may further comprise the steps:
(1), interim prestressing force applies when going out two free cantilever erection according to the concrete condition designing and calculating of girder steel position, size, and carry out supporting facility designs such as the anchoring part of node change design that prestressing force applies the place, prestressing tendon anchoring and scaffold;
(2), assembly unit pier top section girder steel;
(3), in section girder steel two ends, pier top symmetry girder steel cantilever loop wheel machine is installed;
(4), continue to section girder steel two ends, pier top symmetry cantilever girder steel internode;
(5), the anchoring part of interim prestress anchoraging is installed by designing requirement;
(6), at the girder steel two ends and the interim prestressing tendon of upstream and downstream symmetries stretch-draw, and detect Dun Ding place girder steel rod member stress;
(7), press the interim prestressing force size of calculation requirement adjustment, symmetrical cantilever girder steel internode is continued to last Dun Ding in two ends, perhaps closes up at span centre with the girder steel that opposite pier cantilever is come.
3, a kind of employing external eccentric prestress system according to claim 1 carries out steel girder cantilever erection construction method, and it may further comprise the steps:
(1), interim prestressing force applies when going out the single-cantilever assembly unit according to the concrete condition designing and calculating of girder steel position, size, and carry out supporting facility designs such as the anchoring part of node change design that prestressing force applies the place, prestressing tendon anchoring and scaffold;
(2), with first hole girder steel assembly unit on support;
(3), girder steel cantilever loop wheel machine is installed on the first hole girder steel, continue cantilever girder steel internode forward;
(4), the anchoring part of interim prestress anchoraging is installed, the interim prestressing tendon of stretch-draw also detects pier top girder steel rod member stress according to designing requirement;
(5), press the interim prestressing force size of calculation requirement adjustment, continue cantilever girder steel internode to last Dun Ding;
(6), the second hole steel girder cantilever assembly unit, the interim prestress system in last hole used to this Kong Liang goes up and stretch-draw prestressing force, install until whole girder steels by this circulation construction.
4, a kind of employing external eccentric prestress system according to claim 1 carries out steel girder cantilever erection construction method, and it may further comprise the steps:
(1), according to the concrete condition designing and calculating of girder steel goes out to draw or interim prestressing force applies during pushing tow position, size, and carry out supporting facility designs such as the anchoring part of node change design that prestressing force applies the place, prestressing tendon anchoring and scaffold;
(2), with first section girder steel assembly unit on support;
(3), one section of dilatory or pushing tow forward, second section girder steel of original position assembly unit;
(4), dilatory or second section girder steel of pushing tow forward, so be circulated to girder steel Front-end Design jib-length, according to designing requirement the anchoring part of interim prestress anchoraging is installed, the interim prestressing tendon of stretch-draw also detects pier top girder steel rod member stress;
(5), press the interim prestressing force size of calculation requirement adjustment, continue original position assembly unit and dilatory or pushing tow girder steel sections to last Dun Ding;
(6), according to the cantilever situation of the second hole girder steel, press the interim prestressing force size of calculation requirement adjustment, continue original position assembly unit and dilatory or pushing tow girder steel sections and finish until whole girder steel assembly units.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101691741B (en) * | 2008-12-25 | 2011-04-06 | 中铁大桥局股份有限公司 | Bi-directional adjustable post-installed anchor device used for erecting steel cantilever beam |
| CN102828471A (en) * | 2012-09-07 | 2012-12-19 | 中铁二十三局集团第三工程有限公司 | Butt-jointing method for truss girder |
| CN103924507A (en) * | 2014-04-02 | 2014-07-16 | 北京市市政工程设计研究总院有限公司 | Curved skew bridge seat stress adjusting method |
| CN105755961A (en) * | 2016-03-14 | 2016-07-13 | 沈阳建筑大学 | Method for preventing T-shaped bridge boundary beam from generating lateral bending and deformation |
| CN105803917A (en) * | 2016-03-14 | 2016-07-27 | 沈阳建筑大学 | Method for preventing lateral bending deformation of edge beam of T-shaped beam bridge through external prestressing |
| CN109629450A (en) * | 2019-01-29 | 2019-04-16 | 中铁大桥局集团有限公司 | The assembled laterally linear Matching and modification device of steel box girder cantilever, system and method |
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- 2006-06-29 CN CNB200610019491XA patent/CN100545353C/en not_active Expired - Fee Related
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101691741B (en) * | 2008-12-25 | 2011-04-06 | 中铁大桥局股份有限公司 | Bi-directional adjustable post-installed anchor device used for erecting steel cantilever beam |
| CN102828471A (en) * | 2012-09-07 | 2012-12-19 | 中铁二十三局集团第三工程有限公司 | Butt-jointing method for truss girder |
| CN102828471B (en) * | 2012-09-07 | 2015-06-10 | 中铁二十三局集团第三工程有限公司 | Butt-jointing method for truss girder |
| CN103924507A (en) * | 2014-04-02 | 2014-07-16 | 北京市市政工程设计研究总院有限公司 | Curved skew bridge seat stress adjusting method |
| CN103924507B (en) * | 2014-04-02 | 2015-10-28 | 北京市市政工程设计研究总院有限公司 | Curving bridge seat force bearing adjustment method |
| CN105755961A (en) * | 2016-03-14 | 2016-07-13 | 沈阳建筑大学 | Method for preventing T-shaped bridge boundary beam from generating lateral bending and deformation |
| CN105803917A (en) * | 2016-03-14 | 2016-07-27 | 沈阳建筑大学 | Method for preventing lateral bending deformation of edge beam of T-shaped beam bridge through external prestressing |
| CN105803917B (en) * | 2016-03-14 | 2017-05-03 | 沈阳建筑大学 | Method for preventing lateral bending deformation of edge beam of T-shaped beam bridge through external prestressing |
| CN109629450A (en) * | 2019-01-29 | 2019-04-16 | 中铁大桥局集团有限公司 | The assembled laterally linear Matching and modification device of steel box girder cantilever, system and method |
| CN109629450B (en) * | 2019-01-29 | 2024-02-27 | 中铁大桥局集团有限公司 | Device, system and method for adjusting transverse linear matching of cantilever assembly of steel box girder |
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| Publication number | Publication date |
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| CN100545353C (en) | 2009-09-30 |
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