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


Publication number
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
Prior art keywords
Prior art date
Application number
Other languages
Chinese (zh)
Other versions
CN101117790A (en
Original Assignee
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 中铁大桥局股份有限公司 filed Critical 中铁大桥局股份有限公司
Priority to CNB200710053007XA priority Critical patent/CN100543234C/en
Publication of CN101117790A publication Critical patent/CN101117790A/en
Application granted granted Critical
Publication of CN100543234C publication Critical patent/CN100543234C/en



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.


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

Applications Claiming Priority (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

Publications (2)

Publication Number Publication Date
CN101117790A CN101117790A (en) 2008-02-06
CN100543234C true CN100543234C (en) 2009-09-23



Family Applications (1)

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

Country Status (1)

Country Link
CN (1) CN100543234C (en)

Families Citing this family (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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

Non-Patent Citations (6)

* Cited by examiner, † Cited by third party
万州长江大桥钢梁架设方案及关键技术. 王政兵,李红旗.桥梁建设,第S1期. 2003
万州长江大桥钢梁架设方案及关键技术. 王政兵,李红旗.桥梁建设,第S1期. 2003 *
九江长江大桥双层吊索架悬臂架设钢梁. 方秦汉.铁道工程学报,第1期. 1993
九江长江大桥双层吊索架悬臂架设钢梁. 方秦汉.铁道工程学报,第1期. 1993 *
龙潭河大桥缆索吊装塔架扣架一体化施工技术. 何雨微,刘三元,张开银.长沙交通学院学报,第16卷第4期. 2000
龙潭河大桥缆索吊装塔架扣架一体化施工技术. 何雨微,刘三元,张开银.长沙交通学院学报,第16卷第4期. 2000 *

Also Published As

Publication number Publication date
CN101117790A (en) 2008-02-06

Similar Documents

Publication Publication Date Title
CN101914897B (en) Construction method of single main cable inclined-suspender earth anchored suspension bridge
CN2597531Y (en) Single rope face tracting rope hanging cage
CN101935987B (en) Construction method for integrally sliding large-span steel pipe arch of curved bridge
CN101666163B (en) High-altitude long-span roofing pipe truss installation method
CN201250385Y (en) Rear support long cantilevered traveling carriage system for cable-stayed bridge cantilever casting
WO2011055996A2 (en) Method for constructing a suspension bridge using temporary cables under tensionless stay cable conditions, and temporary cable for same
CN101117791B (en) Abnormal shape steel case and orthotropic plate bottom formwork combined type moving die carrier framework and construction method thereof
US8695142B2 (en) Partially and fully earth-anchored cable-stayed bridges using main-span prestressing unit and method of constructing the same
CN103669224B (en) Method and steel pipe support for construction of arch tower of inclined arch tower double-cable-plane prestressed concrete cable-stayed bridge
CN201109899Y (en) Lower girder-sliding type construction hanging basket
CN103614969B (en) Steel truss girder assembling, erecting and construction process
CN104612058B (en) A kind of construction method of buckstay flexible arch bridge
CN101550769B (en) Movable trestle
CN101220580B (en) Portrait multi-point continuously dragging construction method for trussed steel beam
CN101126223A (en) Mobile integral construction platform, construction method thereof and special sling for the same
CN106149576B (en) On removed and construction method of installation across both wired bridge whole groups
CN103088750B (en) Especial-big span suspension bridge of uniparted hyperboloid space rope net main cable and construction method thereof
CN205012666U (en) High altitude steel construction vestibule integrally lift up support structure
CN202936736U (en) Cable-stayed bridge composite beam construction bridge floor crane
CN203904851U (en) Continuous beam side span straight section hanger support system
CN101446074B (en) Installation and closure construction method for steel sliding roadway arch on top surface of steel trussed beam bridge
CN106677070B (en) A kind of high-altitude long-span heavy duty construction of beam bracket and construction method
CN100577915C (en) Erection method of large-span continuous steel truss arch
CN103243658B (en) The spelling method of cable stayed bridge dragging suspension basket
CN101787678B (en) Large-span section assembling bridge manufacturing machine and assembling construction process thereof

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
GR01 Patent grant
C14 Grant of patent or utility model
ASS Succession or assignment of patent right



Effective date: 20150212

TR01 Transfer of patent right

Effective date of registration: 20150212

Address after: 430050 Hanyang Road, Hanyang District, Hubei, No. 38, No.

Patentee after: Group Co., Ltd., Zhongtie Daqiao Bureau

Address before: 430074 Hubei province Wuhan Dongxin East Lake New Technology Development Zone Road Business Street No. 6 building SBI

Patentee before: China Zhongtie Major Bridge Engineering Co., Ltd.

C41 Transfer of patent application or patent right or utility model
COR Change of bibliographic data