CN206538687U - Cable-stayed bridge end bay beam section construction system - Google Patents

Abstract

The utility model provides a kind of cable-stayed bridge end bay beam section construction system, including：End bay support, is set up between end bay area bridge pier, including bottom force structure and top force structure；The bottom force structure includes vertical bridge to supporting construction between some steel pipe posts and column of setting；The top force structure includes beam section slip basic and falls frame basis with beam section；Trailer system is slid, is laid on the top force structure, including for carrying slide device that beam section slid and the draw-gear of tractive force being provided for the sliding for beam section；Pushing closure system, is included in the sliding buttress device and thrustor laid on end bay area bridge pier and end bay area support；By this programme, the installation accuracy of end bay beam section can be improved, and supporting structure stability.

Description

Cable-stayed bridge end bay beam section construction system

Technical field

The utility model is related to technical field of civil engineering, specifically, and the utility model is related to a kind of cable-stayed bridge end bay Beam section construction system.

Background technology

At present, the installation method of cable-stayed bridge end bay girder is mainly assembly method and whole section assembling method；Wherein dissipate Part assembly method is first cantilever girder steel, and floorings are lifted afterwards；Whole section assembling method is to assemble integral hoisting combination beam by bridge floor.But It is that when the construction environment of bridge is severe, with rock stratum is exposed, windy and wind speed is big, dry season part riverbed can expose, will make Beam section dry season can not directly shipping to installation site；Simultaneously because rock stratum is exposed, then cause the location of support Intectate, herein construction is even more to increase the requirement to bracket basis, while the erection of high trestle can also be due to by wind effect Its stability；And when the requirement of supporting structure stress is increased, it necessarily causes the increase of timbering material, is led to the increasing of construction cost Plus.In this, first end bay pushing tow is taken to weld in place for this selection, after the technique for falling frame construction after midspan closing, it is constructed Difficulty is very big.

Utility model content

The purpose of this utility model aim to provide it is a kind of improve end bay beam section installation accuracy, and supporting structure stabilization The cable-stayed bridge end bay beam section construction system of property；

Another object of the present utility model aims to provide a kind of cable-stayed bridge end bay beam section erection method.

To achieve these goals, the utility model provides following technical scheme：

First aspect is there is provided a kind of cable-stayed bridge end bay beam section construction system, and it includes：End bay support, is set up in end bay area Between bridge pier, including bottom force structure and top force structure；If the bottom force structure includes vertical bridge to setting Supporting construction between dry steel pipe post and column；The top force structure includes beam section slip basic and falls frame basis with beam section；It is sliding Trailer system is moved, is laid on the top force structure, including for carrying slide device and the use that beam section is slid The draw-gear of tractive force is provided in the sliding for beam section；Pushing closure system, is included in end bay area bridge pier and end bay area branch The sliding buttress device and thrustor laid on frame.

Wherein, the bottom force structure is connected with top force structure by the spandrel girder being laid on the steel pipe post Connect.

Further, the steel pipe post plants pile foundation structure using steel pipe post using steel reinforcement cage；The steel reinforcement cage is planted Pile foundation structure includes：Rock stratum deep hole, in cylinder；Steel reinforcement cage, including coaxially connected the first cage body and the second cage body, it is described The cage bottom of second cage body bottom is in inversed taper platform shape；And second cage body is embedded in the rock stratum deep hole；Steel pipe, including in rock stratum The second pipe shaft in the first pipe shaft and embedded rock stratum deep hole outside deep hole；And the steel tubing portions are set in outside the steel reinforcement cage Portion；Concrete, is poured in the space limited by the rock stratum deep hole and steel tube place.

Wherein, supporting construction includes lateral, diagonal brace and bridging between the column.

Wherein, the beam section slip basic is made up of shellfish thunder, distribution beam, the slipway beam laid successively from below to up；It is described Beam section falls frame basis and is made up of the steel pipe concrete buttress being welded on the spandrel girder；The slipway beam disconnects at steel pipe concrete buttress And welded with it, form the lateral ties structure that beam section falls frame basis.

Wherein, the slide device includes suitable bridge to two slideways of laying and the displacement being laid on the slideway Device；The draw-gear is laid with two towing points in each traction unit, and each towing point includes being embedded in traction list Traction counter-force seat on position, be laid in the drawings anchor device of traction unit, be hinged on traction unit drag-line and with drag-line company The jack connect.

Wherein, the sliding buttress device includes：Buttress is slid, using bridge center line as axis, in close to cable-stayed bridge rope The end bay top of bridge pier of tower and falling is symmetrical set on frame rear fulcrum；The sliding buttress by steel pipe concrete buttress or shaped steel block, Sliding block, mud jacking block composition.

Wherein, the thrustor includes：Sliding surface, including be laid on it is described sliding buttress device on stainless steel plate, Apply the tetrafluoro slide plate for being located at top surface silicone grease oil and place mat in end bay beam section bottom；Urging action platform, is arranged on transition pier pier Top, and respectively set a pushing tow point in left and right width pier top；Jack, acts on the pushing tow point, by end bay beam section progressively pushing tow In place.

Further, the pushing closure system also includes being used for the beam section coalignment that beam section median ventral plate matches connection； The beam section coalignment includes T-shaped balancing unit；It is installed between end bay beam section and middle bridge section, including bottom nozzle mounts And T-shaped power transfer subelement；Force block；Including place mat the first stress between end bay beam section and T-shaped power transfer subelement Block, second force block of the place mat between middle bridge section and T-shaped power transfer subelement.

Second aspect comprises the following steps there is provided a kind of cable-stayed bridge end bay beam section erection method：(1) in end bay area bridge pier Between set up the end bay support；(2) by laying the sliding trailer system, each beam section is subjected to completion after hoisting slide With connection, end bay beam section is formed；(3) the end bay beam section is divided into multiple sections；With from the transition pier to boom segments End for section releasing order, complete end bay beam section fall frame；(4) by the end bay beam section pushing closure.

Further, the step of erection end bay support also includes extending the end bay support to Cable-stayed Bridge Pylon direction Into at transregional beam section bridge pier.

Further, each beam section, which carries out hoisting slide, includes step：A mounting slip devices, and the sliding is filled Shift unit in putting is laid in sliding starting point；B saves steel box girder segment to closure section direction lifting at least one with bank and moved to described On the device of position；C installs the draw-gear using the single steel box girder segment as traction unit；D drives the steel using jack Box girder segment is moved to bank, and shift unit and draw-gear are unloaded in steel box girder segment sliding afterwards in place；E is by the displacement unloaded Think highly of and be newly laid in sliding starting point, repeat step a to d, until completing the sliding of all steel box girder segments.

Wherein, the beam section includes bottom plate, side web, median ventral plate；The progress matching connection, which forms end bay beam section, to be included Step：More piece beam section after sliding is divided into some groups and carries out Serial regulation by A；

B forms some beam section roads using beam section connection in strong ties completion group；C completes adjacent beam section using Weak link The connection in road, forms end bay beam section；D adjusts that the end bay beam section is linear and absolute altitude.

Wherein, the end bay beam section, which falls frame, includes step：1:Using transition pier as starting point, using the end of boom segments as eventually Point, and using it is default fall frame rear fulcrum as boundary, the cable-stayed bridge end bay beam section is in turn divided into front section, in several Between section and last section, the front section, centre portion and last section include multiple interim fulcrums；2:Using bridge center line as axle Line, jack is arranged at the symmetrical place of the interim fulcrum of the front section；3:The jack is set to bear the front section Load after, withdraw the interim fulcrum；4:According to the step 2 and 3 process successively from the transition pier to cantilever section The end direction of section releases the interim fulcrum of several described centre portions and last section one by one；5:Fall jack after rise, make described The load transfer of cable-stayed bridge end bay beam section to it is described fall frame rear fulcrum on, with complete frame construction.

Further, the centre portion is in turn divided into the first middle area with transition pier to the end direction of boom segments Section, the second centre portion, the 3rd centre portion；The releasing order of the centre portion is the first centre portion, the 3rd middle area Section, the second centre portion.

Further, the order of withdrawing for withdrawing interim fulcrum is located at the interim of centre first to be withdrawn in same section Fulcrum, drops back from adjacent both sides all around symmetrical interim fulcrum.

Further, the order of withdrawing of the interim fulcrum of last section is first to withdraw the interim fulcrum positioned at auxiliary pier both sides Afterwards, the interim fulcrum of auxiliary pier pier top is withdrawn.

Wherein, the end bay beam section pushing tow includes step：Lay the sliding buttress device and thrustor；Using thousand Jin top acts on thrustor and provides jacking force, by the end bay beam section pushing tow in place.

Wherein, the closure includes step：I adjustment beam section absolute altitude and axial location, complete the web matching of beam section side and connect Connect；II, in installing beam section coalignment in adjacent end bay beam section and middle bridge section, beam section matching is acted on using jack On device, make beam section dislocation movement, eliminate the discrepancy in elevation of median ventral plate；III removal beam section coalignment, and complete beam section median ventral plate With connection.

Compared with prior art, scheme of the present utility model has advantages below：

(1) the end bay area support of laying is installed in the utility model includes bottom force structure and top force structure, Steel-pipe pile column in the force structure of bottom employ steel reinforcement cage plant pile foundation structure, by rock stratum deep hole, steel reinforcement cage, steel pipe with And concrete is constituted.Wherein, the steel reinforcement cage includes first, second cage body, and the cage bottom of the second cage body bottom is in inversed taper platform shape, its The aiming for being conducive to steel reinforcement cage to transfer, and reduce the friction between rock stratum deep hole hole wall；Further, the steel reinforcement cage is also wrapped The upper and lower cage end being made up of stirrup lateral circular cage bar of putting more energy into is included, this structure is conducive to reinforced steel cage, improves hanging for steel reinforcement cage The stability for being filled with and transferring.The steel pipe includes first, second pipe shaft, the second pipe shaft insertion rock stratum deep hole, wherein the second pipe Body depends highly on specific landform demand, but the design of the second pipe shaft insertion rock stratum deep hole not only increases pile foundation entirety Stability is even more the security for improving pile foundation.

(2) the utility model hoisting slide and deposits beam one by one by laying sliding trailer system to beam section, wherein sliding is led Draw system to be made up of with draw-gear slide device.The traction sliding of steel box girder segment, is made with sliding trolley (heavy body transporting unit) To slide medium, traction power is applied on traction counter-force seat by jack and realized, it is adaptable to the traction sliding of extra long distance, And synchronous, continuous, adjustable traction sliding can be realized, while also the list of jack pair beam section can be used according to field condition Side is adjusted.More preferably, the utility model sets directive wheel before and after the riser of sliding trolley, prevents sliding trolley from driving steel Box girder segment wanders off in slipping, improves the security of beam section sliding and the efficiency of construction.Further, in this reality With the method for new middle optimization beam section matching connection, by the combination of two methods of strong ties and Weak link to beam section progress With connection, the hogging moment of the end beam section of boom segments is effectively reduced so as to avoid concrete slab from ftractureing.

(3) beam section of the present utility model falls to pass through in frame carries out analysis of construction phase to fulcrum releasing order, determines conjunction The beam section of reason falls frame order, to release interim fulcrum since transition pier side, finally to release boom segments end side Interim fulcrum terminates to fall frame construction；This releasing order effectively reduces the hogging moment of the beam section at the end bay bridge pier of bank, adds The precompression of concrete slab at this, you can effectively reduce the lower amount of deflection of cantilever side.Fulcrum of the utility model in releasing Place's one jack of each arrangement, in construction, is released, it can ensure by making after beam section and jack stress, then by interim fulcrum The problem of releasing each fulcrum uniform force before and after interim fulcrum.

(4) the utility model is filled in processing end bay beam section pushing closure by laying sliding buttress device and pushing tow Put, complete the overall pushing tow of end bay beam section, and in the matching connection procedure of processing end bay beam section closure, matched and filled using beam section The problem of solution median ventral plate is matched is put, its action principle is the conversion of internal force between beam section, and no additional stress is produced, and this device is not only Matching connection during being joined the two sections of a bridge, etc suitable for end bay beam section, is even more that can effectively solve to install the lower beam section matching discrepancy in elevation of operating mode difference Problem.

The additional aspect of the utility model and advantage will be set forth in part in the description, and these are by from following description In become obvious, or by it is of the present utility model practice recognize.

Brief description of the drawings

The above-mentioned and/or additional aspect of the utility model and advantage from the following description of the accompanying drawings of embodiments will Become substantially and be readily appreciated that, wherein：

Fig. 1 is the arrangement schematic diagram of end bay area support in the utility model one embodiment.

Fig. 2 is to be adapted to the close-up schematic view of A in Fig. 1 in the utility model one embodiment.

Fig. 3 is steel reinforcement cage plant pile foundation structure schematic diagram in the utility model one embodiment.

Fig. 4 is reinforcement cage structure schematic diagram in the utility model one embodiment.

Fig. 5 is the structural representation of draw-gear in the utility model one embodiment.

Fig. 6 is the schematic diagram of beam section in the utility model one embodiment, the installation site of its main presentation draw-gear.

Fig. 7 be the utility model one embodiment in correspond to Fig. 6 in B anchor enlarged diagram.

Fig. 8 is the structural representation of weight shift unit in the utility model one embodiment.

Fig. 9 is end bay beam section fulcrum releasing order overall pattern in the utility model one embodiment.

Figure 10 falls frame after-poppet schematic diagram for end bay beam section in the utility model one embodiment.

Figure 11 is beam section coalignment structural representation in end bay closure in the utility model one embodiment.

Figure 12 is the FB(flow block) of cable-stayed bridge end bay beam section erection method in the utility model one embodiment.

Embodiment

Embodiment of the present utility model is described below in detail, the example of the embodiment is shown in the drawings, wherein from beginning Same or similar element or element with same or like function are represented to same or similar label eventually.Below by ginseng The embodiment for examining accompanying drawing description is exemplary, is only used for explaining the utility model, and can not be construed to of the present utility model Limitation.

For the construction of cable-stayed bridge, by the difference of construction technology, the construction of Sarasota beam section, standard beam section can be divided into and applied Work, the construction of Temporary Piers back timber section, the construction of shoal beam section, the construction of end bay beam section, the construction of midspan closing beam section；In the present embodiment In there is provided a kind of cable-stayed bridge end bay beam section construction system, it includes：

End bay support, the end bay support is set up between end bay area bridge pier (transition pier 100, auxiliary pier 200), and it includes The bottom force structure and top force structure connected by spandrel girder 201；The bottom force structure is from indulging bridge to setting Some steel pipe posts 11 and column between supporting construction 12 constitute, the steel pipe post 11 uses steel pipe pile foundation；On described Portion's force structure includes beam section slip basic 21 and beam section falls frame basis 22；

Specifically, the spandrel girder 201 is laid on the steel pipe post 11, and is stood in spandrel girder 201 and the steel pipe Spandrel girder diagonal brace (not shown) is additionally provided between post 11, with reinforced liner.

In the present embodiment, the steel pipe post 11 passes through the branch being laid between steel pipe post 11 along bridge to 9 rows of common setting Support structure 12 forms entirety；Wherein, the supporting construction 12 includes lateral 121, diagonal brace 122, bridging 123.As shown in figure 1, Steel pipe post 11 is laterally linked by lateral 121, and the diagonal brace 122 and bridging 123 are to the steady of reinforced liner entirety It is qualitative, pass through the stable transverse connection structure per adjacent two steel pipe posts 11 of triangular structure.

In the present embodiment, it is contemplated that in the construction of Practical Project, it can meet in shoal area, such as flood period, general Basis is soaked and washed away, the problem of causing larger on support stability influence；Equally when residing construction area coating Thin, when inclination of strata degree is big, the selection to bracket basis form is also particularly significant.In view of the presence of above mentioned problem, with reference to figure 3rd, 4, the present embodiment also provides following foundation structure, and to improve the security of construction, it includes：Rock stratum deep hole 31, steel reinforcement cage 32nd, steel pipe 33, concrete 34；

Wherein, the rock stratum deep hole 31 is in cylinder, and it is drilled through by drilling machine；The diameter of the rock stratum deep hole 31 is to bore The size of hole machine setting is defined, and after the cleaning to all dregs of bottom hole and hole is completed, the diameter of rock stratum deep hole 31 may have carefully Micro- deviation, but the specific implementation of the foundation structure provided the present embodiment does not cause obstruction.

Wherein, the steel reinforcement cage 32 includes the first cage body 321 and the second cage body 322；First cage body 321 and second Cage body 322 is made up of the tie hoop 4202 of cage bar 4201 and spiral surrounding main ribs, and main ribs 4201 are vertically spaced Lay；The cage bottom 4221 of the bottom of second cage body 322 is in inversed taper platform shape, and it is easy to deep with rock stratum when steel reinforcement cage 32 is overall to transfer The alignment in hole 31, and improve efficiency of construction and reduce the friction of steel reinforcement cage 32 and rock stratum deep hole 31, reduces the de- of soil sand between hole Fall, more conducively improve the steadiness of pile foundation.Wherein, first cage body 321 is in outside rock stratum deep hole 31, second cage body In 322 insertion rock stratum deep holes 31.Further, the height of the second cage body 322 is less than the height of rock stratum deep hole 31, i.e., when by reinforcing bar When cage 32 is transferred to rock stratum deep hole 31, the bottom of the steel reinforcement cage 32 is not contacted with the bottom hole of the rock stratum deep hole 31, leaves one Fixed spacing.

Preferably, the steel reinforcement cage 32 also includes upper cage end 423, lower cage end 424, the upper cage end 423 and lower cage end 424 It is made up of respectively the lateral circular main ribs 4201 of stirrup 4203 of putting more energy into.Wherein, to the design at the cage end of steel reinforcement cage 32, it is beneficial into one Reinforced steel cage 32 is walked, the stability that steel reinforcement cage 32 is transferred is improved.

Wherein, the steel pipe 33 includes the first pipe shaft 331 and the second pipe shaft 332, and is set in outside the steel reinforcement cage 32 Portion；Specifically, first pipe shaft 331 is set in the outside of the first cage body 321 of steel reinforcement cage 32, with first cage body 321 1 Cause outside rock stratum deep hole 31；Second pipe shaft 332 is set in the outside on the top of the second cage body 322 of steel reinforcement cage 32, and with Second cage body 322 is unanimously in embedded rock stratum deep hole 31, i.e. the second pipe shaft 332 is the part of the follow-up of steel pipe 33 rock stratum, it is preferable that institute State the follow-up length of steel pipe 33 (height of the second pipe shaft 332) and be more than or equal to 50cm.

Further, the external diameter of steel pipe 33 is identical with the diameter dimension of the rock stratum deep hole 31, its using steel pipe 23 with (steel pipe 33 provides outside active force to rock stratum deep hole 31 to the interaction force of rock stratum deep hole 31, and rock stratum deep hole 31 is to steel pipe 33 Inside active force is provided) reinforce pile foundation.

Further, the present embodiment also provides a kind of laying structure, makes the internal diameter of the steel pipe 3 micro- more than steel reinforcement cage 32 Diameter dimension, this laying structure makes steel pipe 33 be more conducive to be set in outside steel reinforcement cage 32, and makes to pour between steel pipe 32 and steel reinforcement cage 33 Built concrete 34, and it is indirect contact with each other, reinforce pile foundation beneficial to further.

Wherein, the concrete 34 is poured in the space limited by the steel pipe 33 and rock stratum deep hole 31, i.e., described All volumes that concrete 34 is filled up after the insertion rock stratum deep hole 31 of steel reinforcement cage 32, and extend to the pipe shaft 331 of steel pipe 33 first It is interior.

Further, the concrete 34 in the pipe shaft 331 of steel pipe 33 first pours height higher than the steel reinforcement cage 32 the The height of one cage body 321, and be defined by stablizing the steel pipe 33；Its specific pipe inner concrete 34 pours absolute altitude with practice of construction Demand makes adaptive change, and the present embodiment is not described herein the understanding for having no effect on those skilled in the art to this programme to this.

Wherein, the beam section slip basic 21 is by the shellfish thunder 211 laid successively from below to up, distribution beam 212, slipway beam 213 constitute (as shown in Figure 2), stress basis when it is mainly the sliding of monolithic beam section and deposits beam；The beam section falls frame basis 22 It is made up of the steel pipe concrete buttress 221 being welded on the spandrel girder 201, it is mainly stress basis when end bay beam section falls frame； Specifically, the slipway beam 213 disconnects at the laying of steel pipe concrete buttress 221 and welded with it, forms beam section and falls frame basis 22 Lateral ties structure.

Slide trailer system, including slide device and draw-gear.Refering to accompanying drawing 5,6,7,8, it will be carried out below Detailed narration：

The slide device enters line slip for carrying steel box-girder, and it includes two slideways and shift unit.

Wherein, the slideway is laid immediately on end slipway beam using shaped steel and is made, and the model of the shaped steel is excellent Elect 2I45 as；Further, channel-section steel is placed in parallel on shaped steel top surface, plays a part of stopper slot, limiting the shift unit can The shift phenomenon occurred in mobile position and reduction slipping, the preferred 28a channel-section steels of channel-section steel；Further, it is Increase the rigidity of sliding rail, steel plate is laid in channel-section steel, the thickness of the laying steel plate is 2cm, and preferably 16Mn steel plate Laid；Another security and steadiness in view of steel box-girder slipping, the installation of the slideway must ensure that top surface is put down Whole, its flatness should be controlled within 2mm.

Wherein, the shift unit is each on two slideways lays two, i.e., in the present embodiment, preferably four displacements Device as steel box-girder sliding medium.Further, the shift unit is crawler type heavy body transporting unit 84 (such as Fig. 8), described heavy Thing body transporting unit 84 includes panel 841, riser 842, raceway plate 843, several cylindrical rollers 844 and carrier bar 845；Wherein, institute Two pieces that riser 842 includes being parallel to each other are stated, the lower section of the panel 841 is both secured to；The raceway plate 843 is fixed on two pieces Between the riser 842 being parallel to each other, the curved design in its two ends, be easy to the cylindrical roller 844 on raceway plate 843 more Transition well；The cylindrical roller 844 is rolled around the raceway plate 843, and is cut with scissors between two cylindrical rollers 844 of arbitrary neighborhood Carrier bar 845 is connected to, the carrier bar 845 is end to end to be centered around on the raceway plate 843.Further, the heavy thing moving Device 84 also includes directive wheel 846, and the directive wheel 846 is set before and after riser and it takes turns direction of principal axis and the cylindrical roller 844 Take turns direction of principal axis vertical (i.e. the direction of the wheel shaft of directive wheel 846 is parallel with slideway), each heavy body transporting unit 84 has four directive wheels 846, being laid with for the directive wheel 846 is beneficial to prevent body transporting unit from driving steel box-girder to wander off in slipping, and it is front and rear parallel Be provided with beneficial to keeping the forward direction of steel box-girder sliding.Preferably, the load-bearing of the heavy body transporting unit 84 is 200T.

The draw-gear is used to provide tractive force for the sliding of steel box-girder, and it is in each traction unit (in the present embodiment It is middle traction unit be steel box girder segment) on be laid with two towing points, mainly serve for ensuring the balance of traction, each towing point is equal Including traction counter-force seat 514, jack 511, draw anchor device 513 and drag-line 512 (such as Fig. 5).

The traction counter-force seat 514 is embedded in traction unit, for increasing the lifting surface area in distraction procedure, reduces steel Box girder segment is due to the generation the problem of steadiness for being towed device traction and causing is reduced.

The jack 511 is hydraulic jack, is calculated by engineering practice, one thousand is laid in each towing point Jin top 511, and the jack 511 is horizontal synchronization continuous jack, if it can realize that steel box girder segment occurs in sliding During skew, the one side (i.e. one of towing point) of steel box girder segment is adjusted, the entirety of steel box girder segment sliding is realized It is parallel.It is by unilateral adjustment, reducing and the time used being adjusted when shifting, it is not necessary to which steel box girder segment is carried out The adjustment of center line alignment, further increases the efficiency of construction, reduces human cost.

The drawing anchor device 513 is laid on steel box girder segment, preferably the vertical and horizontal diaphragm junction (such as Fig. 6) of beam section, its Including fixator 5131 and p-type anchorage 5132；The fixator 5131 constitutes (such as Fig. 7) by 5 veneer structures, from top to down Lay is respectively rubber slab 51313, steel plate 51312, by fixing component 51311, steel plate 51312, rubber slab 51313；Wherein, institute State rubber slab 51313 be used for clamp offer the confession insertion of drag-line 512 by fixing component 51312, and along vertical bridge to direction Through hole；The steel plate 51312 is used to fill the rubber slab 51313 and by the gap between fixing component 51311.The p-type Anchorage 5132 is arranged on the rubber slab 51313 another side relative with clamping the side by fixing component 51311, End for the fixed drag-line 512 through the rubber slab 51313.

The connection jack 511 of drag-line 512 and drawing anchor device 513, be mainly and the p-type with drawing the connection of anchor device 513 Anchorage 5132 is hinged on the afterbody of steel box girder segment；Further, the drag-line 512 is steel strand wires, in the present embodiment preferably Using a diameter of 15.24mm, normal intensity is 1860Mpa steel strand wires.

Specifically, it is as follows in the present embodiment there is provided the example that draw-gear is used in actual condition：, it is known that monolithic Beam (i.e. one section steel box girder segment) most weight is 400.1t, and the friction system of line slip is entered for 0.02 (because of reality using weight shift unit Border needs and there is systematic error, is calculated using 0.05 pair of follow-up operating mode), it is necessary to tractive force 20t；With reference to known work Condition condition, to ensure the balance of beam section traction, need to set two front haulage points so that the tractive force of single towing point in beam section For 10t, drawn while connecting section using two 100t horizontal continuity jack pair single-unit so that the traction of beam section single is slided Move the stroke for realizing 25cm.

Pushing closure system, is included in the sliding buttress device and pushing tow laid on end bay area bridge pier and end bay area support Device；It is described sliding buttress device include sliding buttress, its mainly using bridge center line as axis, in the pier top of auxiliary pier 200 with And fall and be symmetrical set on frame rear fulcrum 93, set at 4, set altogether on frame rear fulcrum 93 falling altogether in the pier top of auxiliary pier 200 At 12, stability of the end bay beam section in slipping is ensured with the principle of symmetrical laying.Specifically, the sliding buttress It is made up of steel pipe concrete buttress or shaped steel block, sliding block, mud jacking block.

The thrustor includes sliding surface, urging action platform and jack；The sliding surface is by sliding buttress Upper laying stainless steel plate simultaneously applies silicone grease oil in top surface and constituted in end bay beam section bottom laying tetrafluoro slide plate.The pushing tow behaviour The pier top of transition pier 100 is arranged on as platform, and left and right width pier top respectively sets a pushing tow point, it is whole to carry out end bay beam section using jack Body pushing tow, during pushing tow, need to keep left and right width synchronous, and slowly exert a force, and by end bay beam section, progressively pushing tow is in place.Further, In order that force of sliding friction passes to the pier shaft of transition pier 100, consumed as internal force, to avoid support from producing horizontal force, then Be connected between slipway beam 213 and the girder bearing pad stone of transition pier 100 using lacing wire, when before pushing tow by lacing wire pretension, and Horizontal force is passed to by the girder bearing pad stone of transition pier 100 by lacing wire afterwards.

By end bay beam section pushing tow in place after, need opposite side bridge section and middle bridge section to carry out matching connection construction, preferably Ground, the present embodiment also provides a kind of beam section coalignment that connection is matched for beam section median ventral plate,

Wherein, the beam section coalignment includes T-shaped balancing unit and force block；The T-shaped balancing unit is installed on Between end bay beam section and middle bridge section, including bottom nozzle mounts 012 and T-shaped power transfer subelement 011；The force block bag First force block 001 of the place mat between end bay beam section and T-shaped power transfer subelement is included, place mat turns in middle bridge section and T-shaped power The second force block 002 moved between subelement 011.

Specifically, the jack acts on the T-shaped power transfer subelement, utilizes " active force and reaction on mechanics The equilibrium principle (it is the conversion of internal force between beam section, and no additional stress is produced) of power " interaction, phase is arranged on by described device Between adjacent beam section, adjacent beam section is set to occur dislocation movement by force, so that the discrepancy in elevation between eliminating median ventral plate, so that it reaches To the requirement for meeting the matching of end bay closure beam section.

It is adapted to above-mentioned construction system, adaptable cable-stayed bridge end bay beam section erection method presented below.It includes step：

(1) the end bay support is set up between end bay area bridge pier；

Further, it is contemplated that dry season or the influence of topography may be met during construction, now crane barge can not reach end bay Area carries out lifting to beam section, in this regard, the present embodiment also include it is transregional during end bay support is extended to Cable-stayed Bridge Pylon direction The step of at beam section bridge pier, the proposition of this step does not limit the length specifically extended, and it is adaptable to situation at that time and made accordingly Adjustment.

(2) by laying the sliding trailer system, each beam section is carried out to complete matching connection after hoisting slide, side is formed Bridge section；

Based on the consideration of extending bracket in step (1), when beam section enters line slip migration implementation and deposits beam, because extension is described Support so that the extension of sliding traction, in this regard, the corresponding sliding trailer system of this step is a kind of adaptation long-distance transportation System design；

In the sliding traction of beam section, including step：

A mounting slip devices, and the shift unit is laid in sliding starting point；

Specifically, due to being designed with two slideways in the present embodiment, the shift unit is adapted to the slideway and has four； The cloth of the shift unit is set to averagely lay four shift units in sliding starting point and (be divided to two slideways individually pre- shift unit On the relevant position for being located at support steel box girder segment, two shift units are preset corresponding to a slideway, what the shift unit was laid The vertical bridge of steel box girder segment is smaller than to the length in direction)；

B lifts at least one steel box girder segment to the shift unit with bank to closure section direction；

Specifically, in this step, steel box girder segment is lifted to shifting using crane barge one by one from the side of the slide device On the device of position, by the load transfer of steel box girder segment to shift unit.

Specifically, the shift unit includes panel, and welding hole is preferably offered on panel, is carried out when to steel box girder segment After lifting, in addition it is also necessary to further the steel box girder segment is carried out and being fixedly connected between shift unit using welding hole, it is ensured that Security and steadiness of the steel box girder segment in slipping.

C installs the draw-gear using the single steel box girder segment as traction unit；

D starts jack to drive the steel box girder segment to be moved to bank, and institute is unloaded in steel box girder segment sliding afterwards in place State shift unit and draw-gear；

Specifically, before the startup jack sliding steel box girder segment, in addition to step：Debug slide device and inspection Look into each link position of the sliding trailer system, it is ensured that the construction safety of sliding traction；It is described to be the step of unload shift unit All shift units that come off simultaneously make the load transfer of steel box girder segment to fixed support bracket.

The shift unit unloaded is laid in sliding starting point by e again, and repeat step b is to d, until completing all steel box-girders The sliding of section.

Wherein, in the matching connection after entering line slip to beam section, it is contemplated that concrete tensile strength is low, in load very little Shi Rongyi ftractures, in this regard, in original matching connection method, the present embodiment, which provides one kind, prevents hogging moment area concrete Cracking, and the effectively matching connection method of control concrete crack width, it is specific as follows：

In the present embodiment, so that the end bay girder includes bottom plate, side web, median ventral plate as an example；

More piece beam section after sliding is divided into some groups and carries out Serial regulation by A；

Specifically, in the present embodiment, the more piece beam section for sliding storage is divided into four groups, with bank to cable-stayed bridge Tasso side To first group that is followed successively by, the second group, the 3rd group, the 4th group.

B forms some beam section roads using beam section connection in strong ties completion group；

Specifically, this step is defined in single group's group, and the side web and median ventral plate of beam section in group are carried out Connection.After being connected to the installation of basic beam section part, this step is attached using the method for strong ties to beam section in group, The method of the strong ties to install the high-strength bolt of side web just twist；Then carry out boxing seam welding；Finally carry out High-strength bolt is twisted eventually, and more piece beam section is connected to form four groups of beam section roads.

C completes the connection in adjacent beam section road using Weak link, forms end bay beam section；

Specifically, the Weak link in this step is each beam section road to be attached using plain bolt, wherein, preferentially to the Welded between the beam section of two groups and the 3rd group, then to the first group and the second group, the 3rd group and the 4th group Beam section between welded.

D adjusts that the end bay beam section is linear and absolute altitude.

Specifically, after all beam sections are welded in place, repetition measurement beam section overall linear and absolute altitude enter to inept beam section Row fine setting, the requirement for making it meet monitoring data.

(3) the end bay beam section is divided into multiple sections；Using the end from the transition pier to boom segments as section Releasing order, completes end bay beam section and falls frame；

In the work progress of end bay beam section, to ensure the stability of end bay beam section, set multiple at end bay area support Interim fulcrum 91, by multiple interim fulcrums 91, end bay bridge pier and support support edge bridge section, is matched when in the completion of end bay beam section After connection, need end bay beam section becoming few fulcrum support by multiple fulcrum supports before end bay beam section pushing tow, i.e., finally only retain Transition pier 100, auxiliary pier (bridge pier of boom segments side) 200 and the frame rear fulcrum that falls of centre are supported.

With reference to accompanying drawing 9, in the present embodiment, end bay beam section is described in detailed below and falls frame construction method, it includes following step Suddenly：

1:Be starting point with transition pier 100, using the end of boom segments as terminal, and with it is default fall frame rear fulcrum 93 be Boundary, front section 911, several centre portions 912 and last section 913, institute are in turn divided into by the cable-stayed bridge end bay beam section State front section 911, centre portion 912 and last section 913 and include multiple interim fulcrums；

Specifically, it is described fall 93 points of frame rear fulcrum lay everywhere, its with transition pier 100 to auxiliary pier 200 be cloth set direction It is divided into first area's fulcrum 931, second area's fulcrum 932, the 3rd area's fulcrum 933, the 4th area's fulcrum 934.The front section 911 It is boundary with the area's fulcrum 931 of transition pier 94 and first, some sections of centre portions 912 are with first area's fulcrum 931 and Four area's fulcrums 934 are boundary, and the last section 913 is using the end of the 4th area's fulcrum 934 and boom segments as boundary.Wherein, institute State some sections of correspondences of centre portion 912 and be in turn divided into the first centre portion 9121, the second centre portion 9122, the 3rd middle area Section 9123；First centre portion 9121 is boundary with first area's fulcrum 931 and second area's fulcrum 932, in the middle of described second Section 9122 is with second area's fulcrum 932 and the 3rd area's fulcrum 933 for boundary, and the 3rd centre portion 9123 is with the 3rd area's fulcrum 933 and the 4th area's fulcrum 934 be boundary.

Wherein, the front section 911, centre portion 912 and last section 913 include multiple interim fulcrums 91, described to face Shi Zhidian 91 is using bridge center line as axis, symmetrical distribution.Specifically, the front section 911 includes four interim branch Point 91, two of which is laid in the pier top of transition pier 100；First centre portion 9121 includes eight interim fulcrums 91；It is described Second centre portion 9122 includes ten interim fulcrums 91；3rd centre portion 9123 includes six interim fulcrums 91；Institute State last section 913 and include 12 interim fulcrums 91, wherein four left-right and front-backs are symmetrically laid in the pier top of auxiliary pier 200.

2:It is axis with bridge center line 92, in the symmetrical place arrangement thousand of the interim fulcrum 91 of the front section 911 Jin top (not shown)；

Wherein, the cloth of the jack is set to each laying of interim fulcrum 91 one, symmetrical very heavy in stress Top stress simultaneously, makes the beam section of same section uniform force when withdrawing interim fulcrum 91 or so.

3:Make after the jack bears the load of the front section 911, to withdraw the interim fulcrum 91；

Wherein, when withdrawing the interim fulcrum 91, it is contemplated that support switchs to few fulcrum support by many fulcrum supports can be right The stability requirement of support is very high, in the present embodiment according to the central symmetry axis middle position for first withdrawing relatively current section direction across bridge Interim fulcrum 91 in intermediate region, all around symmetrical interim fulcrum 91 is to withdraw on both sides adjacent from intermediate region of dropping back Sequentially, to ensure the stability of the overall security of support and beam section structure；Preferably, it is the overall structure peace of guarantee support Entirely, the interim fulcrum 91 withdrawn every time is no more than four.Order is withdrawn with the interim fulcrum 91 of the second centre portion 9122 below Exemplified by be described in detail：Second centre portion 9122 includes ten interim fulcrums 91, after point symmetrical laying, and one Side lays five, so having two in the interim fulcrum 91 that intermediate demand is withdrawn in advance；It is interim when being pointed to middle two After fulcrum 91 is removed, it then follows withdraw every time no more than four and ensure supporting structure stability principle, second step is pointed to Symmetrical all around four adjacent interim fulcrums 91 are withdrawn, and finally, be pointed to outermost four are right all around The interim fulcrum 91 claimed is withdrawn.Wherein, due to consideration that bracket stable sex chromosome mosaicism, the last section is laid in auxiliary pier The interim fulcrum of 200 pier tops, which needs finally just to perform, withdraws construction, so the order of withdrawing of the interim fulcrum 91 of the last section 913 is First withdraw positioned at the side of auxiliary pier 200 interim fulcrum 91 then, withdraw the interim fulcrum 91 of the pier top of auxiliary pier 200.Specifically, exist Jack is each laid with the symmetrical interim fulcrum 91 synchronously withdrawn, for each fulcrum stress before and after ensureing after releasing Uniformly, it is necessary to make jack with interim fulcrum 91 being withdrawn after the stress of front section 911, finally fall jack after rise again.Specifically Ground, the jack bears load to bear the weight of a section beam section as it, while in view of manpower and efficiency of construction, this reality The preferred hydraulic jack of example is applied to be constructed.

4:End direction according to the step (2) and the process of (3) successively from from the transition pier 4 to boom segments is one by one Release the interim fulcrum 91 of several described centre portions 912 and last section 913.

Specifically, in the present embodiment, the releasing order of each section is：Front section 911, several centre portions 912, end Section 913.Wherein, it is the overall stability of guarantee beam section, it is suitable to being divided into the releasing of interim fulcrum 91 of three centre portions 912 Sequence makes finer arrangement, and the releasing order of the centre portion 912 is the first centre portion 9121, the 3rd centre portion 9123rd, the second centre portion 9122；So in summary, the releasing order of overall section is：Front section 911, the first middle area The 9121, the 3rd centre portion 9123 of section, the second centre portion 9122, last section 913.

5:Fall jack after rise, make the load transfer of cable-stayed bridge end bay beam section to it is described fall frame rear fulcrum 93 on, to complete Frame is constructed.

Further, the jack that falls after rise can be carried out as the subsequent step of step (3), that is, withdraw once interim branch After point 91, the jack on relevant position is fallen after rise immediately.

Preferably, in the present embodiment, it is to withdraw the Sand Bucket being arranged on support (not scheme to withdraw the interim fulcrum 91 Show)；The Sand Bucket is mutually arranged and formed by solid interior bucket and hollow outer barrel, and the cavity that the interior bucket is limited with outer barrel In be filled with sand；In construction is withdrawn, by the way that the method that sand is drawn is withdrawn into the interim fulcrum in outer barrel bottom.

Beam section described above for the present embodiment falls the specific method of frame, below, the solution of each interim fulcrum 1 is described in detail Except order：

1：Four interim fulcrums 91 positioned at front section 911 are released simultaneously；

2：Four interim fulcrums 91 positioned at the intermediate region of the first centre portion 9121 are released simultaneously；

3：Four interim fulcrums 91 positioned at the outer peripheral areas of the first centre portion 9121 are released simultaneously；

4：Two interim fulcrums 91 positioned at the intermediate region of the 3rd centre portion 9123 are released simultaneously；

5：Four interim fulcrums 91 positioned at the outer peripheral areas of the 3rd centre portion 9123 are released simultaneously；

6：Two interim fulcrums 91 positioned at the intermediate region of the second centre portion 9122 are released simultaneously；

7：Release simultaneously and be located at symmetrical four of the adjacent both sides left-right and front-back in the intermediate region of the second centre portion 9122 temporarily Fulcrum 91；

8：Four interim fulcrums 91 positioned at the outer peripheral areas of the second intermediate region 9122 are released simultaneously；

9：Four interim fulcrums 91 for being located at the last intermediate region of section 913 are released simultaneously；

10：Four interim fulcrums 91 for being located at the last outer peripheral areas of section 913 are released simultaneously；

11：Four interim fulcrums 91 positioned at the pier top of secondary segment 200 are released simultaneously.

(4) by the end bay beam section pushing closure.

After the end bay beam section falls frame, opposite side bridge section carries out pushing closure, and it includes following：Close to cable-stayed bridge End bay bridge pier (auxiliary pier 200) pier top and it is described fall frame rear fulcrum 93 on set sliding buttress device (not shown)；In transition Thrustor (not shown) is set at the pier top of pier 100, and the left and right width of pier top respectively sets a pushing tow point, and uses jack opposite side Bridge section carries out pushing tow；Pushing tow adjusts beam section absolute altitude and beam section axial location afterwards in place, rear to complete end bay beam section and middle bridge The matching connection of section.

By end bay beam section pushing tow in place after, need opposite side bridge section and middle bridge section to carry out matching connection construction, it is wrapped Include step：

I adjustment beam section absolute altitude and axial location, complete the web matching connection of beam section side；

Carried out because end bay beam section pushing closure is typically chosen under conditions of nighttime temperature stabilization, treat end bay beam section pushing tow After in place, the overall misalignment of axe of beam section and the side web discrepancy in elevation need to be measured.If there is the side web discrepancy in elevation, pass through past beam Duan Shangjia vertical forces, to adjust its absolute altitude so that beam section entirety absolute altitude is consistent；If there is misalignment of axe simultaneously, pass through Set between beam section and beam section and intersect cucurbit, adjust beam section axial location, connected with the side web matching for completing end bay beam section.

II, in installing beam section coalignment in adjacent end bay beam section and middle bridge section, beam section is acted on using jack On coalignment (as shown in figure 11), make beam section dislocation movement, eliminate the discrepancy in elevation of median ventral plate；

III removal beam section coalignment, and complete the matching connection of beam section median ventral plate.

Described above is only some embodiments of the present utility model, it is noted that for the common skill of the art For art personnel, on the premise of the utility model principle is not departed from, some improvements and modifications can also be made, these improve and Retouching also should be regarded as protection domain of the present utility model.

Claims (9)

1. a kind of cable-stayed bridge end bay beam section construction system, it is characterised in that it includes：

End bay support, is set up between end bay area bridge pier, including bottom force structure and top force structure；The bottom by Power structure includes vertical bridge to supporting construction between some steel pipe posts and column of setting；The top force structure is slided including beam section Move basis and fall frame basis with beam section；

Trailer system is slid, is laid on the top force structure, including for carrying the slide device that beam section is slid And the draw-gear of tractive force is provided for the sliding for beam section；

Pushing closure system, is included in the sliding buttress device laid on end bay area bridge pier and end bay area support and is filled with pushing tow Put.

2. cable-stayed bridge end bay beam section construction system according to claim 1, it is characterised in that the bottom force structure with Top force structure is connected by the spandrel girder being laid on the steel pipe post.

3. cable-stayed bridge end bay beam section construction system according to claim 1, it is characterised in that the steel pipe post uses steel Tube column plants pile foundation structure using steel reinforcement cage；The steel reinforcement cage, which plants pile foundation structure, to be included：

Rock stratum deep hole, in cylinder；

Steel reinforcement cage, including coaxially connected the first cage body and the second cage body, the cage bottom of the second cage body bottom is in inversed taper platform shape； And second cage body is embedded in the rock stratum deep hole；

Steel pipe, including the first pipe shaft outside rock stratum deep hole and the second pipe shaft in embedded rock stratum deep hole；And the steel pipe portion Divide and be set in outside the steel reinforcement cage；

Concrete, is poured in the space limited by the rock stratum deep hole and steel tube place.

4. cable-stayed bridge end bay beam section construction system according to claim 1, it is characterised in that supporting construction between the column Including lateral, diagonal brace and bridging.

5. cable-stayed bridge end bay beam section construction system according to claim 1, it is characterised in that the beam section slip basic by Shellfish thunder, distribution beam, the slipway beam laid successively from below to up are constituted；The beam section falls the basic steel by being welded on spandrel girder of frame Pipe concrete buttress is constituted；The slipway beam disconnects and welded with it at steel pipe concrete buttress, forms the horizontal connection that beam section falls frame basis Architecture.

6. cable-stayed bridge end bay beam section construction system according to claim 1, it is characterised in that the slide device includes suitable Two slideways from bridge to laying and the shift unit that is laid on the slideway；Draw-gear cloth in each traction unit Provided with two towing points, each towing point includes being embedded in the traction counter-force seat drawn in unit, is laid in traction unit Draw anchor device, the jack for being hinged on the drag-line of traction unit and being connected with the drag-line.

7. cable-stayed bridge end bay beam section construction system according to claim 1, it is characterised in that the sliding buttress device bag Include：Buttress is slid, using bridge center line as axis, in the end bay top of bridge pier close to Cable-stayed Bridge Pylon and is fallen on frame rear fulcrum left The right side is symmetrical arranged；The sliding buttress is made up of steel pipe concrete buttress or shaped steel block, sliding block, mud jacking block.

8. cable-stayed bridge end bay beam section construction system according to claim 1, it is characterised in that the thrustor includes：

Sliding surface, including be laid on it is described sliding buttress device on stainless steel plate, apply be located at top surface silicone grease oil and place mat exist The tetrafluoro slide plate of end bay beam section bottom；

Urging action platform, is arranged on transition pier pier top, and respectively set a pushing tow point in left and right width pier top；

Jack, acts on the pushing tow point, and by end bay beam section, progressively pushing tow is in place.

9. cable-stayed bridge end bay beam section construction system according to claim 1, it is characterised in that the pushing closure system is also Beam section coalignment including matching connection for beam section median ventral plate；The beam section coalignment includes T-shaped balancing unit；Install Between end bay beam section and middle bridge section, including bottom nozzle mounts and T-shaped power transfer subelement；Force block；Including place mat In end bay beam section and T-shaped power transfer subelement between the first force block, place mat in middle bridge section with T-shaped power transfer subelement it Between the second force block.