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 PDFInfo
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- 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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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
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 |
1 |
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2 |
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3 |
| Pier- |
4 |
| Hang beam and promote the |
5 |
| Girder steel promotes the |
6 |
| The |
7 |
| The |
8 |
| Second layer provinculum | 9 |
| The 3rd layer of |
10 |
| The flat rope of |
11 |
| The flat rope of the second layer | 12 |
| The 3rd layer of flat rope | 13 |
| Formal bearing | 14 |
| |
15 |
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16 |
| |
17 |
| |
18 |
| |
19 |
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20 |
| Put on the |
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.
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 |
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| CNB200710053007XA Active CN100543234C (en) | 2007-08-22 | 2007-08-22 | A kind of closure method of large-span continuous steel truss arch |
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Families Citing this family (20)
| Publication number | Priority date | Publication date | Assignee | Title |
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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 | Construction method for long-span continuous steel box girder main span pure cantilever assembly mid-span closure |
| CN110016854B (en) * | 2019-03-14 | 2024-07-19 | 中铁二院工程集团有限责任公司 | Low tower draws stiffening combination arched bridge structure to one side |
| CN110820598A (en) * | 2019-12-05 | 2020-02-21 | 中国铁建大桥工程局集团有限公司 | Longitudinal limiting and pushing device for three-main-truss double-layer steel truss arch bridge steel beam |
| CN111576252B (en) * | 2020-06-17 | 2024-07-02 | 广西交科集团有限公司 | Real-time adjusting device and method for girder line type in bridge pushing process |
| 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 |
| CN112030780B (en) * | 2020-08-19 | 2022-03-18 | 中铁大桥局第七工程有限公司 | Steel arch bridge cantilever erection method |
| CN112524334B (en) * | 2020-11-27 | 2022-07-29 | 四川石油天然气建设工程有限责任公司 | Construction method for large-scale cable crossing of oil and gas pipeline and tower dynamic stabilization process thereof |
| CN112900282A (en) * | 2021-02-06 | 2021-06-04 | 中铁三局集团有限公司 | Bidirectional quick pushing equipment system for large-span main beam and construction method |
| CN113047158B (en) * | 2021-02-07 | 2023-02-24 | 中铁四局集团有限公司 | Temporary limiting device for steel truss multidirectional movable support under action of high mountain valley wind load |
| CN113136803B (en) * | 2021-04-19 | 2022-09-27 | 中交第三公路工程局有限公司 | River-crossing steel truss bridge closure method |
| CN116044179B (en) * | 2023-03-31 | 2023-06-09 | 河北新烨工程技术有限公司 | Construction method for installing large-span arch pipe truss |
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Owner name: GROUP CO., LTD., ZHONGTIE DAQIAO BUREAU Free format text: FORMER OWNER: CHINA ZHONGTIE MAJOR BRIDGE ENGINEERING CO., LTD. Effective date: 20150212 |
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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. |