CN101525866A - Multiple girder steel beam compel closure technique using deviation of temporary rest pier - Google Patents

Multiple girder steel beam compel closure technique using deviation of temporary rest pier Download PDF

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CN101525866A
CN101525866A CN200910130903A CN200910130903A CN101525866A CN 101525866 A CN101525866 A CN 101525866A CN 200910130903 A CN200910130903 A CN 200910130903A CN 200910130903 A CN200910130903 A CN 200910130903A CN 101525866 A CN101525866 A CN 101525866A
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closure
chord
upper chord
pier
temporary rest
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CN101525866B (en
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秦顺全
潘东发
李军堂
涂满明
毛伟琦
姚发海
王东辉
张爱花
周超舟
姚森
张瑞霞
徐烨
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China Railway Major Bridge Engineering Group Co Ltd MBEC
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China Railway Major Bridge Engineering Co Ltd
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Abstract

The invention relates to a multiple girder steel beam compel closure technique using the deviation of a temporary rest pier, relating to the installation and closure in cable stayed bridge steel trussed girder construction in bridge construction. The technique has the specific steps: one. a lower chord (10), an upper chord (11) and a splice bar (13) are punched; two. a jack is arranged on the rest girder; three. the closure state at the beginning stage is regulated; four. the vertical constraint state is regulated; five. the posture of the lower chord (10), the upper chord (11) and a diagonal rod (12) is regulated; six. the lower chord (10) and the upper chord (11) are articulated by round holes; seven. the diagonal rod (12) is closed; eight. the splice plate is fixed, thus realizing the high accuracy closure. The multiple girder steel beam compel closure technique using the deviation of the temporary rest pier is that the splice bar of a closure section and a bolt hole on a rod piece are drilled in a factory according to design size, when in field installation, a steel trussed girder rod piece is forced to be loaded by the adjustment of a suspension cable and the deviation of the temporary rest pier to regulate the three-way posture of the closure mouth, thus realizing fast, efficient and fine quality closure.

Description

A kind of many purlins girder steel of temporary rest pier off normal that utilizes forces the closure technology
Technical field
The present invention relates to the installation closure in the construction of cable stayed bridge steel truss girder in the bridge engineering, a kind of specifically many purlins girder steel of temporary rest pier off normal that utilizes forces the closure technology.
Background technology
At home, the general adaptive method that adopts of the installation of cable stayed bridge steel truss girder closure exactly an end of scab is holed in the building site by design size, and the other end is joined brill according to the field measurement size.In actual closure process, this method must cooperate compulsory measure closure smoothly, and especially in the fast development of the steel truss girder cable-stayed bridge of current many flitch purlin articulated system, research is the mount scheme of closure fast, seems particularly important.
Because the closure of plate girder combined system cable stayed bridge is very complicated, difficulty is big, has only and realizes accurately closure, could guarantee that the full-bridge line style is all suitable, improves the driving quality.Because structure is a multiple indeterminate before and after the closure, during also to experience repeatedly system conversion, chord member is generally box-shaped integral solder structure, tolerance fit control difficulty is big.Tower beam temperature influence distortion significantly, practical problem such as it is big to add steel beam rigidity, and the closure rod member is many, position (existing at least 9 nodes that join the two sections of a bridge, etc of present domestic girder steel) that must a plurality of closure points of strict control.How can fast, efficiently, high-quality join the two sections of a bridge, etc is the problem that presses for research, solution.
Summary of the invention
At the defective that exists in the prior art, the object of the present invention is to provide a kind of many purlins girder steel of temporary rest pier off normal that utilizes to force the closure technology, the scab of closure section and the bolt hole on the rod member are all holed in factory by design size, the three-dimensional attitude that adjustment by suspension cable during on-the-spot installation the, the off normal of temporary rest pier the are adjusted closure mouthful steel girder member bar of packing into by force can be fast, efficient, high-quality ground closure.
For reaching above purpose, the technical scheme that the present invention takes is:
Utilize many purlins girder steel of temporary rest pier off normal to force the closure technology, it is characterized in that: its concrete steps are:
Step 1, perforation on lower chord 10, upper chord 11 and scab 13: in factory, with the two ends, the left and right sides of the upper chord web 11a of the lower chord 10 of closure section and upper chord 11, be installed on the scab 13 on cantilever segment A14a and the cantilever segment B14b and be provided with one respectively
Figure A20091013090300051
200mm slotted hole 2 and one
Figure A20091013090300052
200mm circular hole 1;
Step 2 is provided with jack on buttress: the top at temporary rest pier 6 and permanent pier 7 is provided with vertical jack 8 and transverse horizontal jack 9a;
Step 3, adjustment initial stage closure state: utilize king-tower 5, adjust suspension cable 4 to initial stage closure state, wherein the closure section of king-tower 5 one sides comprises lower chord 10, upper chord 11 and brace 12; Said initial stage closure state is meant according to Modeling Theory and calculates the installment state that the need get reach;
Step 4 is adjusted vertical restrained condition: the position of adjusting the upstream and downstream direction earlier with the transverse horizontal jack 9a on temporary rest pier 6 and the permanent pier 7; And then adjust vertical absolute altitude with the vertical jack 8 on temporary rest pier 6 and the permanent pier 7; Lower chord 10 and upper chord web 11a can be penetrated in slotted hole 2 one by one
Figure A20091013090300053
The tapered pin of 200mm makes vertically to suffer restraints;
Step 5, the attitude adjustment of lower chord 10, upper chord 11 and brace 12: the vertical jack 8 of permanent pier 7 tops one side is changed into level vertically place, become the vertical jack 9b of level, utilize the pushing tow of the vertical jack 9b of level to make temporary rest pier 6, adapt to the attitude of lower chord 10, upper chord 11 and the brace 12 of king-tower 5 one sides to king-tower 5 skews;
Step 6, lower chord 10, upper chord 11 circular holes are hinged: penetrate in circular hole 1
Figure A20091013090300054
The tapered pin of 199mm is taken out the tapered pin in the next door slotted hole 2 immediately, makes lower chord 10, upper chord 11 keep circular hole hinged;
Step 7, closure brace 12: by utilizing the bolt hole 12a at brace frange plate 12b place, on the brace frange plate of closure mouthful both sides jacking-drawing device is installed respectively, the adjusting of auxiliary jack is so that squeeze into smoothly in the bolt hole of brace web 12c towards nail;
Step 8, scab is fixed: the scab of all closure points is progressively squeezed into dashed nail, penetrate high-strength bolt, at last the tapered pin in the circular hole 1 is extracted, realized high accuracy closure.
The many purlins girder steel of temporary rest pier off normal that utilizes of the present invention forces the closure technology, the scab of closure section and the bolt hole on the rod member are all holed in factory by design size, the three-dimensional attitude that adjustment by suspension cable during on-the-spot installation the, the off normal of temporary rest pier the are adjusted closure mouthful steel girder member bar of packing into by force can be fast, efficient, high-quality ground closure.The technical scheme that the present invention provides has broken through the loaded down with trivial details operation of throwing hole, reaming at the scene, (zero error is meant that the practice of construction state and the design of installation fit like a glove fast, efficiently, to carry out to high-quality " zero error " that steel truss girder installs, only there is the negative error of member processing, very approaching with the design point of theory) closure.
Description of drawings
The present invention has following accompanying drawing:
Fig. 1 preceding view of joining the two sections of a bridge, etc
Fig. 2 steel truss girder sectional schematic diagram
Fig. 3 segment structure figure that joins the two sections of a bridge, etc
The permanent pier of Fig. 4 place take-off and landing device front elevation view
The permanent pier of Fig. 5 place take-off and landing device side elevational view
The permanent pier of Fig. 6 .a place's top lifting schematic diagram
The permanent Dun Chu of Fig. 6 .b moves schematic diagram in length and breadth
Fig. 7 girder steel brace connection diagram
The specific embodiment
Below in conjunction with accompanying drawing the present invention is described in further detail.
Fig. 1 is view before joining the two sections of a bridge, etc, and as shown in the figure, the gap that Fig. 1 keeps right at the middle part is the closure section, and the section of joining the two sections of a bridge, etc left side is provided with king-tower 5, and closure section right side is provided with temporary rest pier 6 and permanent pier 7 successively, and the top of king-tower 5 is provided with some suspension cables 4.
Shown in Fig. 1～7, the many purlins girder steel of temporary rest pier off normal that utilizes of the present invention forces the concrete steps of closure technology to be:
Step 1, the closure rod member is processed by designing requirement in factory, perforation on lower chord 10, upper chord 11 and scab 13: in factory, with the two ends, the left and right sides of the upper chord web 11a of the lower chord 10 of closure section and upper chord 11, be installed on the scab 13 on cantilever segment A14a and the cantilever segment B14b and be provided with one respectively 200mm slotted hole 2 and one
Figure A20091013090300072
200mm circular hole 1;
Step 2 before the assembly unit girder steel, is laid various device, and jack promptly is set on buttress: the top at temporary rest pier 6 and permanent pier 7 is provided with vertical jack 8 and transverse horizontal jack 9a;
Step 3, the initial stage closure state of adjustment girder steel: utilize king-tower 5, adjust suspension cable 4 to initial stage closure state, wherein the closure section of king-tower 5 one sides comprises lower chord 10, upper chord 11 and brace 12; Said initial stage closure state is meant according to Modeling Theory and calculates the installment state that the need get reach;
Step 4 is adjusted vertical restrained condition, makes the purlin sheet form hinged at the slotted hole place: the position of adjusting the upstream and downstream direction earlier with the transverse horizontal jack 9a on temporary rest pier 6 and the permanent pier 7; And then adjust vertical absolute altitude with the vertical jack 8 on temporary rest pier 6 and the permanent pier 7; Lower chord 10 and upper chord web 11a can be penetrated in slotted hole 2 one by one The tapered pin of 200mm makes vertically to suffer restraints; Keep the slotted hole mode hinged;
Step 5, the attitude adjustment of lower chord 10, upper chord 11 and brace 12, utilize the temporary rest pier skew to adjust closure section front end attitude: the vertical jack 8 of permanent pier 7 tops one side to be changed into level vertically place, become the vertical jack 9b of level, utilize the pushing tow of the vertical jack 9b of level to make temporary rest pier 6, adapt to the attitude of lower chord 10, upper chord 11 and the brace 12 of king-tower 5 one sides to king-tower 5 skews;
Step 6, lower chord 10, upper chord 11 circular holes are hinged: penetrate in circular hole 1 The tapered pin of 199mm is taken out the tapered pin in the next door slotted hole 2 immediately, makes lower chord 10, upper chord 11 keep circular hole hinged; Promptly hinged by the slotted hole mode, it is hinged to change the circular hole mode again into;
Step 7, closure brace 12: by utilizing the bolt hole 12a at brace frange plate 12b place, on the brace frange plate of closure mouthful both sides jacking-drawing device is installed respectively, the adjusting of auxiliary jack is so that squeeze into smoothly in the bolt hole of brace web 12c towards nail;
Step 8, scab is fixed, accurately closure: the scab of all closure points is progressively squeezed into dashed nail, penetrate high-strength bolt, at last the tapered pin in the circular hole 1 is extracted, realized high accuracy closure.
The many purlins girder steel of temporary rest pier off normal that utilizes of the present invention forces the closure technology, the scab of closure section and the bolt hole on the rod member are all holed in factory by design size, the three-dimensional attitude that adjustment by suspension cable during on-the-spot installation the, the off normal of temporary rest pier the are adjusted closure mouthful steel girder member bar of packing into by force can be fast, efficient, high-quality ground closure.The technical scheme that the present invention provides has broken through the loaded down with trivial details operation of throwing hole, reaming at the scene, (zero error is meant that the practice of construction state and the design of installation fit like a glove fast, efficiently, to carry out to high-quality " zero error " that steel truss girder installs, only there is the negative error of member processing, very approaching with the design point of theory) closure.

Claims (1)

1. utilize many purlins girder steel of temporary rest pier off normal to force the closure technology, it is characterized in that: its concrete steps are:
Step 1, go up perforation at lower chord (10), upper chord (11) and scab (13): in factory, with the two ends, the left and right sides of the upper chord web (11a) of the lower chord (10) of closure section and upper chord (11), be installed on the scab (13) on cantilever segment A (14a) and the cantilever segment B (14b) and be provided with one respectively Slotted hole (2) and one
Figure A2009101309030002C2
Circular hole (1);
Step 2 is provided with jack on buttress: the top at temporary rest pier (6) and permanent pier (7) is provided with vertical jack (8) and transverse horizontal jack (9a);
Step 3, adjustment initial stage closure state: utilize king-tower (5), adjust suspension cable (4) to initial stage closure state, wherein the closure section of king-tower (5) one sides comprises lower chord (10), upper chord (11) and brace (12); Said initial stage closure state is meant according to Modeling Theory and calculates the installment state that the need get reach;
Step 4 is adjusted vertical restrained condition: the position of adjusting the upstream and downstream direction earlier with the transverse horizontal jack (9a) on temporary rest pier (6) and the permanent pier (7); And then adjust vertical absolute altitude with the vertical jack (8) on temporary rest pier (6) and the permanent pier (7); Lower chord (10) and upper chord web (11a) can be penetrated in slotted hole (2) one by one
Figure A2009101309030002C3
Tapered pin makes vertically to suffer restraints;
Step 5, the attitude adjustment of lower chord (10), upper chord (11) and brace (12): the vertical jack (8) of permanent pier (7) top one side is changed into level vertically place, become the vertical jack of level (9b), utilize the pushing tow of the vertical jack of level (9b) to make temporary rest pier (6), adapt to the attitude of lower chord (10), upper chord (11) and the brace (12) of king-tower (5) one sides to king-tower (5) skew;
Step 6, lower chord (10), upper chord (11) circular hole are hinged: penetrate in circular hole (1) Tapered pin is taken out the tapered pin in the next door slotted hole (2) immediately, makes lower chord (10), upper chord (11) keep circular hole hinged;
Step 7, closure brace (12): by the bolt hole (12a) that utilizes brace frange plate (12b) to locate, on the brace frange plate of closure mouthful both sides jacking-drawing device is installed respectively, the adjusting of auxiliary jack is so that squeeze into smoothly in the bolt hole of brace web (12c) towards nail;
Step 8, scab is fixed: the scab of all closure points is progressively squeezed into dashed nail, penetrate high-strength bolt, at last the tapered pin in the circular hole (1) is extracted, realized high accuracy closure.
CN2009101309030A 2009-04-17 2009-04-17 Multiple girder steel beam compel closure technique using deviation of temporary rest pier Active CN101525866B (en)

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Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101831874A (en) * 2010-05-27 2010-09-15 中铁大桥局集团第一工程有限公司 Multipoint synchronous push construction method for porous large-span continuous steel truss girder
CN101876207A (en) * 2010-06-25 2010-11-03 中铁大桥局集团第一工程有限公司 Guiding device for assembling spatial diagonal web member
CN102091886A (en) * 2009-12-14 2011-06-15 上海市基础工程有限公司 Integral welding closure method for large orthotropically combined steel truss bridge
CN108118606A (en) * 2017-12-21 2018-06-05 中铁大桥勘测设计院集团有限公司 A kind of steel truss girder cable-stayed bridge closure rod piece installation computational methods
CN108708293A (en) * 2018-07-11 2018-10-26 中铁大桥局集团有限公司 A kind of vertical vertical displacement adjusting apparatus of Novel steel girder closure
CN110219241A (en) * 2019-04-03 2019-09-10 中铁大桥局集团有限公司 A kind of folding method of And of Varying Depth steel truss girder
CN110904860A (en) * 2019-11-07 2020-03-24 中铁大桥局集团第一工程有限公司 Large-span flexible steel beam pushing construction method based on stay cable assistance
CN111021224A (en) * 2019-11-26 2020-04-17 中铁上海工程局集团有限公司 Steel tube arch bridge vault forced closure construction method for cable-stayed buckling, hanging and splicing installation
CN112227204A (en) * 2020-08-07 2021-01-15 中交二公局第二工程有限公司 Side span pushing closure construction method for cable-stayed bridge
CN114457669A (en) * 2022-01-12 2022-05-10 中铁大桥局集团第一工程有限公司 Steel-concrete combined steel truss girder bridge construction method and steel truss girder bridge

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3322951A1 (en) * 1983-06-25 1985-01-03 Johannes Dörnen, Stahlbauwerk, 4600 Dortmund Truss bridge and method for producing it
CN101130943A (en) * 2007-08-13 2008-02-27 中铁大桥勘测设计院有限公司 Pin-and-hole auxiliary closure method for steel girder bridge
CN101158147A (en) * 2007-11-20 2008-04-09 中铁大桥局集团第二工程有限公司 Large-span bridge steel girder closing construction method

Cited By (16)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102091886A (en) * 2009-12-14 2011-06-15 上海市基础工程有限公司 Integral welding closure method for large orthotropically combined steel truss bridge
CN102091886B (en) * 2009-12-14 2013-12-04 上海市基础工程有限公司 Integral welding closure method for large orthotropically combined steel truss bridge
CN101831874A (en) * 2010-05-27 2010-09-15 中铁大桥局集团第一工程有限公司 Multipoint synchronous push construction method for porous large-span continuous steel truss girder
CN101831874B (en) * 2010-05-27 2011-08-03 中铁大桥局集团第一工程有限公司 Multipoint synchronous push construction method for porous large-span continuous steel truss girder
CN101876207A (en) * 2010-06-25 2010-11-03 中铁大桥局集团第一工程有限公司 Guiding device for assembling spatial diagonal web member
CN101876207B (en) * 2010-06-25 2011-11-09 中铁大桥局集团第一工程有限公司 Guiding device for assembling spatial diagonal web member
CN108118606B (en) * 2017-12-21 2019-03-15 中铁大桥勘测设计院集团有限公司 A kind of steel truss girder cable-stayed bridge closure rod piece installation calculation method
CN108118606A (en) * 2017-12-21 2018-06-05 中铁大桥勘测设计院集团有限公司 A kind of steel truss girder cable-stayed bridge closure rod piece installation computational methods
CN108708293A (en) * 2018-07-11 2018-10-26 中铁大桥局集团有限公司 A kind of vertical vertical displacement adjusting apparatus of Novel steel girder closure
CN108708293B (en) * 2018-07-11 2023-11-03 中铁大桥局集团有限公司 Novel steel girder closure longitudinal and vertical displacement adjustment device
CN110219241A (en) * 2019-04-03 2019-09-10 中铁大桥局集团有限公司 A kind of folding method of And of Varying Depth steel truss girder
CN110904860A (en) * 2019-11-07 2020-03-24 中铁大桥局集团第一工程有限公司 Large-span flexible steel beam pushing construction method based on stay cable assistance
CN110904860B (en) * 2019-11-07 2022-02-01 中铁大桥局集团第一工程有限公司 Large-span flexible steel beam pushing construction method based on stay cable assistance
CN111021224A (en) * 2019-11-26 2020-04-17 中铁上海工程局集团有限公司 Steel tube arch bridge vault forced closure construction method for cable-stayed buckling, hanging and splicing installation
CN112227204A (en) * 2020-08-07 2021-01-15 中交二公局第二工程有限公司 Side span pushing closure construction method for cable-stayed bridge
CN114457669A (en) * 2022-01-12 2022-05-10 中铁大桥局集团第一工程有限公司 Steel-concrete combined steel truss girder bridge construction method and steel truss girder bridge

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