CN101985826A - Construction method for high-altitude section prefabricating, beam moving, beam storing and assembling of large concrete box beam - Google Patents

Construction method for high-altitude section prefabricating, beam moving, beam storing and assembling of large concrete box beam Download PDF

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Publication number
CN101985826A
CN101985826A CN 201010285591 CN201010285591A CN101985826A CN 101985826 A CN101985826 A CN 101985826A CN 201010285591 CN201010285591 CN 201010285591 CN 201010285591 A CN201010285591 A CN 201010285591A CN 101985826 A CN101985826 A CN 101985826A
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assembled
girder
spliced
spliced girder
new
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CN101985826B (en
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欧阳钢
陈明宪
肖跃文
方联民
丁望星
林立军
刘武
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Hunan Road & Bridge Construction Group Co., Ltd.
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Hunan Road & Bridge Construction Group Corp
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Abstract

The invention discloses a construction method for high-altitude section prefabricating, beam moving, beam storing and assembling of a large concrete box beam, which is characterized by comprising the following steps: 1) erecting a high-pile prefabricated platform; 2) erecting beam moving steel tube supports and steel slide rails between the high-pile prefabricated platform and a pier; 3) pouring a matched beam section on the high-pile prefabricated platform; 4) using the poured matched beam section as the end die at one end of the next new beam section to be poured and pouring the new beam section; 5) after pouring the new beam section, transporting the matched beam section to the design position as the beam section to be assembled and simultaneously moving the new beam section forward as the next matched beam section; 6) longitudinally moving the beam section to be assembled to the matching surface of the end of the assembled beam section as the beam section to be assembled and adjusting the position of the beam section to be assembled to ensure the beam section to be assembled to conform to the requirement of split joint with the assembled beam section on the pier; and 7) carrying out split joint on the beam section to be assembled and the assembled beam section. By section prefabricating and long-time beam storing of the beam sections, the construction method effectively ensures the prefabricated beam sections to complete most contraction deformation of the beam body in free state and eliminates the contraction difference of the adjacent beam sections caused by different ages, thus eliminating cracks.

Description

The empty prefabricate of a kind of large concrete boxes deck-molding, move beam, deposit beam, the job practices of assembly unit
Technical field
The invention belongs to method for bridge construction, be specifically related to the empty prefabricate of a kind of large concrete boxes deck-molding, move beam, deposit beam, the job practices of assembly unit.
Background technology
At present, domestic, in the world the large concrete boxes beam is generally adopted the segmentation cast-in-place construction, yet in work progress, because the effect of contraction that the leading portion concreting shrinks the back segment concreting, thereby it is poor to produce concrete shrinkage, causes the crack to produce.Simultaneously, stride segmentation because concreting is many by whole, single hop beam body volume is excessive, causes the beam section because the effect that self retrains also is easy to produce the free shrink crack.
Domestic, the type bridge requires whole Span Continuous to build, for prevent the case beam in building, treat strong process owing to deformation of timbering causes concrete cracking, domestic many similar bridges propose the requirement of 0 sedimentation and deformation to support.This requirement is unpractical from theoretical and actual.
Summary of the invention
The purpose of this invention is to provide the empty prefabricate of a kind of large concrete boxes deck-molding, move beam, deposit beam, the job practices of assembly unit, with solve long beam section in work progress owing to the contraction of beam body, creep and support sedimentation, distortion produce problem of cracks.
Realize that the technical scheme that goal of the invention adopts is: the empty prefabricate of large concrete boxes deck-molding, move beam, deposit beam, the job practices of assembly unit may further comprise the steps:
1, bridge pull in to shore set up high stake prefabricated platform to a side;
2, between high stake prefabricated platform and bridge pier, set up and move the joist steel pipe holder, the parallel steel slide rail of twice is set moving on the joist steel pipe holder;
3, on high stake prefabricated platform, build the matching beam section;
4, the matching beam section that will build is built new beam section as the end mould of the next one new beam Duan Yiduan to be poured;
5, after new beam section is built, by Beam shifter the matching beam section is transported to design attitude along described steel slide rail and deposits beam as beam section to be assembled and treat by force, simultaneously new beam section is moved forward as next matching beam section;
6, beam section examination assembly unit: the coupling face that beam section to be assembled is vertically moved on to the assembled beam section end is as the spliced girder section, the position of adjusting the spliced girder section make its meet with bridge pier on the assembled beam section requirement of splicing;
7, the formal assembly unit of beam section: spliced girder section and assembled beam section are spliced.
In step 2, described moving on the pile foundation support table that the joist steel pipe holder is located at foundation pile, to with direction across bridge stull, bridging being set, direction across bridge is provided with the distribution girder steel to the steel pipe post that moves the joist steel pipe holder on the joist steel pipe holder moving along bridge, and described steel slide rail is located at and distributes on the girder steel.
In described step 4, be according to construction requirement, in matching beam section bottom the adjustment that the three-dimensional jack carries out matching beam segment mark height and plan-position is set earlier, the bed die and the side form of new beam section to be poured are installed, should make the longitudinal grade of new beam section to be poured consistent during mounting template with the longitudinal grade of matching beam section, linear with the one-tenth bridge of guaranteeing the later stage assembly unit, build new beam section again.
Beam shifter in the described step 5 comprises:
Four are arranged under the matching beam section, move the beam slide on the steel slide rail, move the beam slide and comprise horseback riding type steel seat, the board-like block rubber that contacts with the matching beam section is set at horseback riding type steel seat top, be provided with horseback riding type steel seat bottom and moving the NGB slide plate that the beam slide rail contacts, the postive stop baffle of horseback riding type steel seat both sides welding;
Be arranged at the reaction frame on the twice steel slide rail, the setting of reaction frame front end moves the beam jack, and every jack front end is provided with a shoulder pole girder, is equipped with two pull bars, and an end of pull bar is connected with horseback riding type steel seat, and the other end links to each other with the shoulder pole girder of jack front end.
In the described step 6, described beam section examination assembly unit is the position that beam section to be assembled is vertically moved on to the about 10cm of coupling face of assembled beam section end, as the spliced girder section, strengthen laying the three-dimensional jack below the steel plate at spliced girder section fulcrum, this moment, three-dimensional jack vertical equity stroke was reserved 10cm by the river side, and the side of pulling in to shore is reserved 20cm; Control point to spliced girder section back is observed, and adjusts spliced girder segment mark height according to measurement result and monitored instruction, after absolute altitude is adjusted to the right place, utilizes the transverse horizontal position of the transverse horizontal jack adjustment spliced girder section on three-dimensional top; After adjusting to the right place, guarantee under the situation of spliced girder segment mark height, transverse horizontal invariant position,, spliced girder section and assembled beam section are close to, check absolute altitude, the center line of spliced girder section and mate the face situation the spliced girder section 10cm that vertically moves forward.
In the described step 7, the formal assembly unit of described beam section is that the vertical equity jack pushing tow spliced girder section with the three-dimensional jack retreats 30cm, connect the longitudinal prestressing strands of spliced girder section upper plate and base plate, assembled beam section is close in the reach of spliced girder section, is checked absolute altitude, center line and the coupling face situation of spliced girder section; Adjust the absolute altitude and the plan-position of spliced girder section with the three-dimensional jack, after adjusting, the spliced girder section is retreated 30cm, bonding surface brushwork epoxy resin cementing agent at spliced girder section and assembled beam section, with the vertically reach and assembled beam section splicing of spliced girder section, the cementing agent between seam is solidified under authorized pressure by designing requirement stretch-draw spliced girder section top top board and baseboard prestress bundle; After the epoxy resin adhesive curing, stretch-draw remains longitudinal prestressing strands, finishes in 24 hours in stretch-draw and in time carries out mud jacking; Become new assembled beam section after the assembly unit of spliced girder section is good, at this moment extract the slide under the new assembled beam section out, install rigid mount, rigid mount is according to the new assembled beam section bottom surface and the spacing of orbital plane, adopting the steel seat cushion to establish forms, after rigid mount was installed, the release of three-dimensional jack was also extracted out and is carried out next beam section assembly unit.
Job practices of the present invention by the beam section prefabricate and deposit beam for a long time, effectively make the precast beam section under free state, finish most of shrinkage strain of beam body, it is poor because of the different contractions that produce in the length of time to eliminate the adjacent beams section, thereby the elimination crack.Simultaneously and since the precast beam section to build volume less relatively, on support, deposit and treat when strong, the slide that is provided with under the beam section can be free to slide on slide rail, thereby, under the effect of the shrinkage stress of beam body own, but beam body free shrink moves, and has effectively prevented the appearance in crack own; Owing to adopt segmented prefabricatedly, will longer beam section be divided into short segment and make, prevented that long beam section from producing the crack because of support sedimentation, distortion in work progress.
Pass through into of the conversion of bridge coordinate system to prefabricated linear coordinate system, to water the beam section as the end mould that newly waters beam Duan Yiduan, control its linear variation with the relative position of this two beams section, coupling seam with its formation is guaranteed the adjacent block splicing accuracy, and flowing water is produced the prefabricated case beam sections in the fixed form system on precast pedestal.
Prefabricated beam section is utilized Beam shifter to draw to move beam, slide onto design attitude and treat by force moving on the boom support.After beam section intensity reaches designing requirement and finishes most of shrinkage and creep, utilize three-dimensional jack pair beam section to carry out the adjustment of locus on support, and then smear epoxy resin on the beam section bonding surface, the stretch-draw prestressing force bundle is finished assembly unit.
Description of drawings
Fig. 1 is the schematic diagram of the inventive method.
Fig. 2 is the high stake prefabricated platform elevational schematic view in the inventive method.
Fig. 3 is the high stake prefabricated platform side schematic view in the inventive method.
Fig. 4 is that move joist steel pipe holder structure section and the beam section in the inventive method deposited schematic diagram moving on the joist steel pipe holder.
Fig. 5, Fig. 6 are the prefabricated situation schematic diagrames of the coupling of beam section.
Beam shifter schematic diagram in Fig. 7 the inventive method.
Fig. 8 moves beam slide carriage structure schematic diagram in the Beam shifter.
Fig. 9 is a Beam shifter traction end schematic diagram.
The specific embodiment
The inventive method may further comprise the steps, referring to Fig. 1 to Fig. 9:
1, bridge pull in to shore set up high stake prefabricated platform 1 to a side (bank side), high stake prefabricated platform 1 adopts the steel pipe support structure, arranges the required template system of precast beam section, referring to Fig. 1, Fig. 2;
2, move joist steel pipe holder 2 along bridge to setting up between the pier stud 13 of river one side (river side) leaning on of high stake prefabricated platform 1 and bridge, moving joist steel pipe holder 2 is load-carrying members that the beam section moves and deposits; The parallel steel slide rail 5 of twice is set moving on the joist steel pipe holder 2; Move on the pile foundation support table 4 that joist steel pipe holder 2 is located at pile foundation 3, the steel pipe post that moves joist steel pipe holder 2 along bridge to stull, bridging being set, to guarantee the support monolithic stability with direction across bridge; Being provided with and distributing girder steel 6 moving on the joist steel pipe holder 2 direction across bridge, is the support of steel slide rail 5 as the load-bearing girder steel; Suitable bridge as steel slide rail and the main spandrel girder that the beam section moves and deposits, distributes the installation of girder steel 6 and steel slide rail 5 to control its absolute altitude and plan-position by the designing requirement strictness, referring to Fig. 1 to Fig. 4 to the parallel steel slide rail 5 of twice is set on distribution girder steel 6;
3, on high stake prefabricated platform 1, build matching beam section 8, referring to Fig. 3;
4, after matching beam section 8 location, according to construction requirement, survey crew is the survey data during as new beam section 7 end moulds to be poured according to matching beam section 8, and the mutual alignment of matching beam section 8 and 7 of new beam sections to be poured concerns, calculates new beam section to be poured 7 present positions; According to measuring and monitor data, carry out the adjustment of matching beam section 8 absolute altitudes and plan-position by 4 three-dimensional jack under the matching beam section 8; The bed die and the side form of new beam section 7 to be poured are installed then, should be made the longitudinal grade of new beam section 7 to be poured consistent during mounting template with the longitudinal grade of matching beam section 8, linear with the one-tenth bridge of guaranteeing the later stage assembly unit, build new beam section 7 again, referring to Fig. 1, Fig. 3;
5, beam section movement, deposit: the method that the transportation of the beam prefabricated sections of case on steel slide rail (main spandrel girder) 5 adopts Beam shifter 14 tractions to slide and move beam; After new beam section 7 to be poured is built, by Beam shifter 14 the matching beam section 8 on the high stake prefabricated platform 1 being transported to design attitude as movement beam section 9 along described steel slide rail 5 deposits beam as beam section 10 to be assembled and treats by force, simultaneously the new beam section 7 ' on the high stake prefabricated platform 1 is moved forward as next matching beam section 8, referring to Fig. 1, Fig. 5, Fig. 6;
Beam shifter 14 is extremely shown in Figure 9 as Fig. 7, comprise that four are arranged at and move beam slide 141 under the case beam beam section, on the steel slide rail 5, move beam slide 141 and comprise horseback riding type steel seat 1412, reach board-like block rubber 1411 and the horseback riding type steel seat 1412 that is provided with between horseback riding type steel seat 1412 and the case beam beam section and move the NGB slide plate 1414 that is provided with between the beam slide rail, the postive stop baffle 1413 of horseback riding type steel seat 1412 both sides welding, to guarantee in moving the beam process, moving not offset track of beam slide 1;
Beam shifter 14 also comprises the reaction frame 143 that is arranged on the twice steel slide rail 5, and reaction frame 143 front end settings move beam jack 144; Every jack 144 front ends are provided with a shoulder pole girder 145, are equipped with 2 finish rolling deformed bars and make pull bar 142, and an end of pull bar 142 is connected with horseback riding type steel seat 1412, and the other end links to each other with the shoulder pole girder 145 of jack 144 front ends;
6, beam section examination assembly unit: the position of the about 10cm of coupling face that beam section 10 to be assembled is vertically moved on to assembled beam section 12 ends is as spliced girder section 11, strengthen laying the three-dimensional jack below the steel plate at spliced girder section 11 fulcrums, this moment, three-dimensional jack vertical equity stroke was reserved 10cm by the river side, and the side of pulling in to shore is reserved 20cm; Control point to spliced girder section 11 backs is observed, and transfers spliced girder section 11 absolute altitudes according to measurement result and monitored instruction, after absolute altitude is adjusted to the right place, utilizes the transverse horizontal position of the transverse horizontal jack adjustment spliced girder section 11 on three-dimensional top; After adjusting to the right place, guarantee under the situation of spliced girder section 11 absolute altitudes, transverse horizontal invariant position,, spliced girder section 11 and assembled beam section 12 are close to, check absolute altitude, center line and the coupling face situation of spliced girder section 11 spliced girder section 11 vertical reach 10cm;
7, the formal assembly unit of beam section: the vertical equity jack pushing tow spliced girder section 11 with the three-dimensional jack retreats 30cm, connect the longitudinal prestressing strands of spliced girder section upper plate and base plate, assembled beam section is close in 11 reaches of spliced girder section, is checked absolute altitude, center line and the coupling face situation of spliced girder section 11; Adjust the absolute altitude and the plan-position of spliced girder section 11 with the three-dimensional jack, after adjusting, spliced girder section 11 is retreated 30cm, at the mating face of spliced girder section 11 and assembled beam section 12 brushwork epoxy resin cementing agent, with vertically reach and assembled beam section 12 splicings of spliced girder section 11, make the cementing agent between seam under authorized pressure, solidify (about 12 hours) by designing requirement stretch-draw spliced girder section top top board and baseboard prestress; After the epoxy resin adhesive curing, stretch-draw remains longitudinal prestressing strands, finishes in 24 hours in stretch-draw and in time carries out mud jacking; Become new assembled beam section 12 after 11 assembly units of spliced girder section are good, at this moment extract out and move beam slide 141 under the new assembled beam section 12, install rigid mount, rigid mount is according to the spacing of new assembled beam section 12 bottom surfaces and orbital plane, adopting the steel seat cushion to establish forms, after rigid mount was installed, the release of three-dimensional jack was also extracted out and is carried out next beam section assembly unit.

Claims (6)

  1. The empty prefabricate of a large concrete boxes deck-molding, move beam, deposit beam, the job practices of assembly unit, it is characterized in that may further comprise the steps:
    1), bridge pull in to shore set up high stake prefabricated platform to a side;
    2), between high stake prefabricated platform and bridge pier, set up and move the joist steel pipe holder, the parallel steel slide rail of twice is set moving on the joist steel pipe holder;
    3), on high stake prefabricated platform, build the matching beam section;
    4), the matching beam section that will build is as the end mould of the next one new beam Duan Yiduan to be poured, builds new beam section;
    5), after new beam section builds, by Beam shifter the matching beam section is transported to design attitude along described steel slide rail and deposits beam as beam section to be assembled and treat by force, simultaneously new beam section is moved forward as next matching beam section;
    6), beam section examination assembly unit: the coupling face that beam section to be assembled is vertically moved on to the assembled beam section end is as the spliced girder section, the position of adjusting the spliced girder section make its meet with bridge pier on the assembled beam section requirement of splicing;
    7), the formal assembly unit of beam section: spliced girder section and assembled beam section are spliced.
  2. 2. the empty prefabricate of large concrete boxes deck-molding according to claim 1, move beam, deposit beam, the job practices of assembly unit, it is characterized in that in step 2) in, described moving on the pile foundation support table that the joist steel pipe holder is located at foundation pile, the suitable bridge of steel pipe post that moves the joist steel pipe holder is to direction across bridge stull, bridging being set, direction across bridge is provided with the distribution girder steel on the joist steel pipe holder moving, and described steel slide rail is located at and distributes on the girder steel.
  3. 3. the empty prefabricate of large concrete boxes deck-molding according to claim 1, move beam, deposit beam, the job practices of assembly unit, it is characterized in that in described step 4), be according to construction requirement, in matching beam section bottom the adjustment that the three-dimensional jack carries out matching beam segment mark height and plan-position is set earlier, the bed die and the side form of new beam section to be poured are installed, should make the longitudinal grade of new beam section to be poured consistent during mounting template with the longitudinal grade of matching beam section, linear with the one-tenth bridge of guaranteeing the later stage assembly unit, build new beam section again.
  4. 4. the empty prefabricate of large concrete boxes deck-molding according to claim 1, move beam, deposit beam, the job practices of assembly unit, it is characterized in that the Beam shifter in the described step 5) comprises:
    Four are arranged under the matching beam section, move the beam slide on the steel slide rail, move the beam slide and comprise horseback riding type steel seat, the board-like block rubber that contacts with the matching beam section is set at horseback riding type steel seat top, be provided with horseback riding type steel seat bottom and moving the NGB slide plate that the beam slide rail contacts, the postive stop baffle of horseback riding type steel seat both sides welding;
    Be arranged at the reaction frame on the twice steel slide rail, the setting of reaction frame front end moves the beam jack, and every jack front end is provided with a shoulder pole girder, is equipped with two pull bars, and an end of pull bar is connected with horseback riding type steel seat, and the other end links to each other with the shoulder pole girder of jack front end.
  5. 5. the empty prefabricate of large concrete boxes deck-molding according to claim 1, move beam, deposit beam, the job practices of assembly unit, it is characterized in that in the described step 6), described beam section examination assembly unit is the position that beam section to be assembled is vertically moved on to the about 10cm of coupling face of assembled beam section end, as the spliced girder section, strengthen laying the three-dimensional jack below the steel plate at spliced girder section fulcrum, this moment, three-dimensional jack vertical equity stroke was reserved 10cm by the river side, and the side of pulling in to shore is reserved 20cm; Control point to spliced girder section back is observed, and adjusts spliced girder segment mark height according to measurement result and monitored instruction, after absolute altitude is adjusted to the right place, utilizes the transverse horizontal position of the transverse horizontal jack adjustment spliced girder section on three-dimensional top; After adjusting to the right place, guarantee under the situation of spliced girder segment mark height, transverse horizontal invariant position,, spliced girder section and assembled beam section are close to, check absolute altitude, the center line of spliced girder section and mate the face situation the spliced girder section 10cm that vertically moves forward.
  6. 6. the empty prefabricate of large concrete boxes deck-molding according to claim 1, move beam, deposit beam, the job practices of assembly unit, it is characterized in that in the described step 7), the formal assembly unit of described beam section is that the vertical equity jack pushing tow spliced girder section with the three-dimensional jack retreats 30cm, connect the longitudinal prestressing strands of spliced girder section upper plate and base plate, assembled beam section is close in the reach of spliced girder section, is checked absolute altitude, center line and the coupling face situation of spliced girder section; Adjust the absolute altitude and the plan-position of spliced girder section with the three-dimensional jack, after adjusting, the spliced girder section is retreated 30cm, bonding surface brushwork epoxy resin cementing agent at spliced girder section and assembled beam section, with the vertically reach and assembled beam section splicing of spliced girder section, the cementing agent between seam is solidified under authorized pressure by designing requirement stretch-draw spliced girder section top top board and baseboard prestress bundle; After the epoxy resin adhesive curing, stretch-draw remains longitudinal prestressing strands, finishes in 24 hours in stretch-draw and in time carries out mud jacking; Become new assembled beam section after the assembly unit of spliced girder section is good, at this moment extract the slide under the new assembled beam section out, install rigid mount, rigid mount is according to the new assembled beam section bottom surface and the spacing of orbital plane, adopting the steel seat cushion to establish forms, after rigid mount was installed, the release of three-dimensional jack was also extracted out and is carried out next beam section assembly unit.
CN201010285591A 2010-09-19 2010-09-19 Construction method for high-altitude section prefabricating, beam moving, beam storing and assembling of large concrete box beam Active CN101985826B (en)

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Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102286939A (en) * 2011-08-09 2011-12-21 中铁二十四局集团有限公司 Beam moving and connecting construction method of existing viaducts in urban rail transits
CN103696369A (en) * 2013-11-26 2014-04-02 武汉一冶钢结构有限责任公司 Four-point locating and installing method of steel box beam sections
CN103774556A (en) * 2014-01-14 2014-05-07 中建三局集团有限公司 Integral device of light assembly jig frame and pushing platform with separate pushing support point
CN104748732A (en) * 2015-03-26 2015-07-01 广州瀚阳工程咨询有限公司 Measurement method for segmental precast bridge erection field
CN105133500A (en) * 2015-08-28 2015-12-09 中交第二航务工程局有限公司 Method for prefabricating and installing box girder prefabricated segment without measuring tower
CN105442452A (en) * 2015-11-13 2016-03-30 中铁大桥局集团第一工程有限公司 Device and method for splicing double width bridge steel girder
CN105464010A (en) * 2015-11-18 2016-04-06 中泰国际高新技术有限公司 Concrete box culvert construction method and system based on automatic transportation
CN105464011A (en) * 2015-11-18 2016-04-06 中泰国际高新技术有限公司 Construction method and system for transporting, mounting and prefabricating box culverts through box culvert vehicles
CN107059624A (en) * 2016-12-14 2017-08-18 重庆交通大学 Plate segment continuous quick prefabricated-pushing tow in bridge road builds the equipment of combined bridge
CN110629681A (en) * 2019-09-26 2019-12-31 常州市市政建设工程有限公司 Multi-span steel box girder construction process
CN111809523A (en) * 2020-07-07 2020-10-23 中交二航局第四工程有限公司 Measurement and check method based on section box girder short line matching prefabricated pedestal foundation

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JPH11140824A (en) * 1997-11-13 1999-05-25 Sakurada Co Ltd Assembly method for box girder
CN101078198A (en) * 2007-07-04 2007-11-28 湖南省交通规划勘察设计院 Steel box beam erection method for self-anchored suspension bridge

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Publication number Priority date Publication date Assignee Title
JPH11140824A (en) * 1997-11-13 1999-05-25 Sakurada Co Ltd Assembly method for box girder
CN101078198A (en) * 2007-07-04 2007-11-28 湖南省交通规划勘察设计院 Steel box beam erection method for self-anchored suspension bridge

Cited By (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102286939A (en) * 2011-08-09 2011-12-21 中铁二十四局集团有限公司 Beam moving and connecting construction method of existing viaducts in urban rail transits
CN103696369B (en) * 2013-11-26 2015-11-18 武汉一冶钢结构有限责任公司 Steel box girder segment four point positioning mounting method
CN103696369A (en) * 2013-11-26 2014-04-02 武汉一冶钢结构有限责任公司 Four-point locating and installing method of steel box beam sections
CN103774556A (en) * 2014-01-14 2014-05-07 中建三局集团有限公司 Integral device of light assembly jig frame and pushing platform with separate pushing support point
CN104748732A (en) * 2015-03-26 2015-07-01 广州瀚阳工程咨询有限公司 Measurement method for segmental precast bridge erection field
CN104748732B (en) * 2015-03-26 2017-05-10 广州瀚阳工程咨询有限公司 Measurement method for segmental precast bridge erection field
CN105133500B (en) * 2015-08-28 2016-11-23 中交第二航务工程局有限公司 Without measuring the prefabricated installation method of the prefabricated box-beam sections of tower
CN105133500A (en) * 2015-08-28 2015-12-09 中交第二航务工程局有限公司 Method for prefabricating and installing box girder prefabricated segment without measuring tower
CN105442452A (en) * 2015-11-13 2016-03-30 中铁大桥局集团第一工程有限公司 Device and method for splicing double width bridge steel girder
CN105464010A (en) * 2015-11-18 2016-04-06 中泰国际高新技术有限公司 Concrete box culvert construction method and system based on automatic transportation
CN105464011A (en) * 2015-11-18 2016-04-06 中泰国际高新技术有限公司 Construction method and system for transporting, mounting and prefabricating box culverts through box culvert vehicles
CN107059624A (en) * 2016-12-14 2017-08-18 重庆交通大学 Plate segment continuous quick prefabricated-pushing tow in bridge road builds the equipment of combined bridge
CN110629681A (en) * 2019-09-26 2019-12-31 常州市市政建设工程有限公司 Multi-span steel box girder construction process
CN111809523A (en) * 2020-07-07 2020-10-23 中交二航局第四工程有限公司 Measurement and check method based on section box girder short line matching prefabricated pedestal foundation

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