CN100543234C - A kind of closure method of large-span continuous steel truss arch - Google Patents

A kind of closure method of large-span continuous steel truss arch Download PDF

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Publication number
CN100543234C
CN100543234C CNB200710053007XA CN200710053007A CN100543234C CN 100543234 C CN100543234 C CN 100543234C CN B200710053007X A CNB200710053007X A CN B200710053007XA CN 200710053007 A CN200710053007 A CN 200710053007A CN 100543234 C CN100543234 C CN 100543234C
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China
Prior art keywords
closure
steel
arch
pier
purlin
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CNB200710053007XA
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Chinese (zh)
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CN101117790A (en
Inventor
秦顺全
周外男
潘东发
李军堂
涂满明
毛伟琦
王东辉
马涛
龚国锋
覃勇刚
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中铁大桥局股份有限公司
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Publication of CN100543234C publication Critical patent/CN100543234C/en

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Abstract

A kind of closure method of large-span continuous steel truss arch is that to provide a kind of be main means with the Suo Li that adjusts tower with suspended cable drag-line or jump stay, in conjunction with the vertical shift of steel purlin, realizes the new method of steel braced arch closure.It is characterized in that the closure process does not need the equipment of purlin that pushes up, falls, is a kind of safe, convenient, closure method efficiently, and this method also is applicable to the closure of general continuous steel girder.

Description

A kind of closure method of large-span continuous steel truss arch

Technical field

The present invention relates to the closure construction method of large-span continuous steel truss arch in the bridge engineering.

Background technology

The closure of traditional large-span steel braced arch for the amount of deflection of closure mouthful and the adjustment of yardarm corner, mainly utilizes Dun Ding to arrange vertical, direction across bridge, vertical bridge to hydraulic jack equipment, a closure mouthful construction need the steel braced arch be pushed up, fall (vertical position adjustment).In the long span bridge beam, the vertical top lifting amount and the horizontal adjustment displacement of purlin are very big, and the jacking force of jack is also very big, so the configuration difficulty and the operation easier of equipment such as jack are big, the system conversion process complexity, and construction risk is big.Bridge involved in the present invention is three Pin continuous steel truss arch structures, and as by tradition top, the beam method that falls closure, single Pin purlin lower fulcrum counter-force reaches 9000t, and every purlin need dispose 4 on the jack of 3000t level, and full-bridge needs 36 at least.Present domestic this tonnage jack that still do not have, what its research and development were produced involves great expense.

Abandoning tradition of the present invention with large-tonnage hydraulic jack top, the beam adjustment that falls closure mouth method, be the adjustment means with the suspension cable on the multilayer jump stay multilayer tower with suspended cable, in conjunction with the vertical shift of purlin section, the closure of realization steel braced arch, economical and practical.

Summary of the invention

The objective of the invention is at above-mentioned present situation, aim to provide a kind of a kind of closure method of economical and practical large-span continuous steel truss arch.

Feature of the present invention is to utilize close cable system of tower with suspended cable and the horizontal rope of multilayer to adjust yardarm displacement and corner, in conjunction with the vertical shift of purlin section, thereby closure mouthful rod member is installed smoothly, realizes the closure of steel braced arch.

Steel truss arch is established in the process, when Dun Ding both sides steel braced arch is symmetrical fully, the flat rope of multilayer is set to drawing system, realizes two cantilever erections of self-balancing type.Draw cable force to change the displacement and the corner of closure mouthful boom by adjustment, to translation, make be suitable for the joining the two sections of a bridge, etc unstressed installation of rod member of the gap of closure mouthful in conjunction with the vertical bridge of purlin section.

The main construction sequence of continuous steel truss arch span centre closure:

(1) behind the end bay closure of steel braced arch both sides, removes 3#, 5# pier pier-side bracket (4), 3#, the temporary fixed bearing of 5# pier are released to sliding support.2 gantry beams loop wheel machines (3) are installed on 4# pier vault girder steel, and the symmetric double cantilever is installed the steel braced arch.

(2) 3#, 5# pier steel purlin lock 3#, 5# pier girder steel sliding support afterwards to the about 170mm of 4# pier direction vertical shift.

(3) on the node that winds up of 3#, steel purlin, 5# Dun Dun top, tower with suspended cable (1) is installed.

(4) 3#, 5# pier girder erection crane continue to set up the steel purlin forward, hang three layers of hoist cable of stretch-draw (8), (9), (10) successively with the progress of setting up.Hoist cable one end is anchored on the tower with suspended cable, and the other end is anchored on the node of purlin.

(5) 4# pier two gantry beams loop wheel machines set up the steel purlin to bilateral symmetry, hang also three layers of flat rope of stretch-draw (11), (12), (13) successively with the progress of setting up.The two ends of flat rope all are anchored on the node of purlin.

(6) 3#, 4#, 5# pier steel girder erection are adjusted 3#, three layers of stay cable force of 5# pier tower with suspended cable to closure mouthful (7) position, adjust three layers of flat cable force of 4# pier simultaneously, to change main span steel braced arch closure mouthful both sides displacement; The vertical bridge of fine setting 3#, 5# Dun Ding is a mate-assist to displacement, successively realizes the closure of 4#-5# pier and 3#-4# pier two main span main trusses;

(7) remove 4# pier pier-side bracket; Progressively discharge 3#, 4#, the 5# pier draws cable force for three layers, makes main span tie-rod closure mouth be flared to design theory length, and a closure mouthful tie-rod is installed afterwards, finishes the closure of two main spans.

(8) progressively discharge removal suspension cable, flat cable force, and finally remove tower with suspended cable, remove girder erection crane, realize that continuous steel truss arch becomes the bridge state.

The closure method of this large-span continuous steel truss arch does not adopt traditional with large-tonnage hydraulic jack top, the beam adjustment that falls closure mouthful, with the suspension cable on the multilayer tower with suspended cable is the adjustment means, vertical shift in conjunction with the purlin section, realize the closure of steel braced arch, easy, the safety of this method has good economic effect.

Description of drawings

Fig. 1 continuous steel truss arch closure conceptual scheme

Fig. 2 a~Fig. 2 h continuous steel truss arch closing construction block diagram

The close cable system arrangement diagram of Fig. 3 tower with suspended cable

The horizontal rope self equilibrium systems of Fig. 4 arrangement diagram

Fig. 5 a, Fig. 5 b 3# pier, 5# Dun Dun top arrangement diagram

The corresponding relation of each several part title and numbering

The each several part title The representative numbering Tower with suspended cable 1 Horizontal rope 2 Girder erection crane 3 Pier-side bracket 4 Hang beam and promote the station 5 Girder steel promotes the station 6 The closure mouth 7 The first floor provinculum 8 Second layer provinculum 9 The 3rd layer of provinculum 10 The flat rope of first floor 11 The flat rope of the second layer 12 The 3rd layer of flat rope 13 Formal bearing 14

Distribution beam 1 15 Jack 16 Support buttress 17 Bearing pad stone 18 Pier cap 19 Distribution beam 2 20 Put on the bearing 21

The specific embodiment

(1) three layer of close cable system of tower with suspended cable is referring to Fig. 3.

The close cable system of tower with suspended cable is respectively applied for 3#, 5# pier steel truss arch is established; The anchor point of tower with suspended cable height, rope and angle of inclination selection all will guarantee the safety of steel braced arch in erection process, and satisfy and adjust the closure mouth when joining the two sections of a bridge, etc to suitable position.Pylon column lower end and steel braced arch wind up, and to reserve the free bearing plate hinged for node, begins assembly unit after the closure of end bay girder steel.

The tower with suspended cable suspension cable adopts high-strength parallel steel wire, outsourcing PE topping, and two ends anchor case anchoring up and down, the chill casting anchor is adopted in anchoring, and the hoist cable lower end is the stretch-draw end.The length of chill casting ground tackle is selected meticulously, to guarantee suspension cable enough adjusting length is arranged.

(2) horizontal rope self equilibrium systems is referring to Fig. 4.

The assembly unit of 4# pier steel braced arch, 2 internodes in pier top are installed on pier-side bracket, and all the other internodes are two cantilever symmetry cantilevers.Utilize the symmetrical configuration characteristics of 4# pier both sides steel braced arch, respectively at the level that is provided with between the corresponding node to drag-line.This horizontal Suo Jineng improves the stress of Steel Cantilever braced arch, has reserved the adjustment means for the closure of steel braced arch again.The high-strength parallel steel wire of horizontal Suo Caiyong, two ends are anchored in the girder steel node by the anchor case and reserve on the swallow plate.When main span was joined the two sections of a bridge, etc, 4# pier steel braced arch and pier-side bracket were fixed, adjusted first, second, third layer of horizontal cable force successively, made closure mouthful beam-ends amount of deflection and corner reach the ideal design state.

(3) Dun Ding arranges, referring to Fig. 5

3#, the formal bearing of 5# Dun Ding are freely movable bearing, place the design theory position, are initially lock-out state, carry out spacing with the thrust upper frame to pendulum on the bearing.After the end bay closure, remove the bearing constraint, end bay girder steel integral body in stride the vertical shift New Testament bundle branch seat of laying equal stress on, stride the side girder steel in the free cantilever erection until closure.In stride steel braced arch closure before, to finely tuning, the girder steel vertical shift is to finish in the slip of laying out down by pendulum (21) on the bearing to 3#, the vertical bridge of 5# pier girder steel.The formal bearing of 4# Dun Ding (14) is a fixed bearing, places the design theory position, need not conversion.In the girder steel work progress, only arrange vertical bridge to thrustor at 3#, 5# Dun Ding, 4# Dun Ding does not establish top lifting equipment.

Claims (2)

1, a kind of closure method of large-span continuous steel truss arch is characterized by:
Based on main pier, when carrying out the two cantilever erection steel braced arch of complete symmetry, employing multilayer jump stay, implementation structure system self-balancing; By adjusting the internal force of each drag-line, regulate the displacement and the corner of steel braced arch closure mouth, and, a closure mouthful steel boom spare can be installed smoothly, thereby realize the closure of no roof fall purlin by vertical shift steel purlin.
2, continuous steel truss arch closure method according to claim 1 when it is characterized in that the two free cantilever erection of girder steel on the arch springing, need be provided with pier-side bracket, with the effect of opposing construction out-of-balance force.
CNB200710053007XA 2007-08-22 2007-08-22 A kind of closure method of large-span continuous steel truss arch CN100543234C (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CNB200710053007XA CN100543234C (en) 2007-08-22 2007-08-22 A kind of closure method of large-span continuous steel truss arch

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Application Number Priority Date Filing Date Title
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CN101117790A CN101117790A (en) 2008-02-06
CN100543234C true CN100543234C (en) 2009-09-23

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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
CN101935985B (en) * 2010-09-19 2011-11-23 湖南路桥建设集团公司 Mid-span closure method for steel box girder of cable stayed bridge
CN102251487B (en) * 2011-04-29 2013-01-02 中铁五局集团建筑工程有限责任公司 Double oblique steel arch tower in-situ cantilever assembling method
CN103938552B (en) * 2014-04-04 2016-03-02 中铁第四勘察设计院集团有限公司 Steel truss arched bridge self-balancing cantilever construction method and the spacing bearing of main pier
CN104652286B (en) * 2015-02-03 2017-02-01 中交第二航务工程局有限公司 Pier top position regulating system for large-span steel truss arch bridge side pier and construction method
CN105648914B (en) * 2015-12-30 2017-05-24 海波重型工程科技股份有限公司 Construction method of middle-and-small-scale steel truss tied-arch bridge
CN105970836A (en) * 2016-03-23 2016-09-28 中铁四局集团钢结构有限公司 Method for erecting large-span lower chord variable truss high continuous steel trussed beam cantilever
CN105951609A (en) * 2016-03-23 2016-09-21 中铁四局集团钢结构有限公司 Wide span variable girder high continuous steel truss bridge cantilever erection mid-span closure construction method
CN106120573B (en) * 2016-06-30 2018-03-16 中国化学工程第三建设有限公司 Multispan cable-carried arch bridge self-balancing button over strait hangs construction method
CN109778718A (en) * 2019-03-05 2019-05-21 中铁四局集团有限公司 A kind of construction method of the pure free cantilever erection Middle span closing of Large-Span Continuous steel box-girder main span

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