CN104480862B - A kind of erection method of cable stayed bridge end bay steel truss girder - Google Patents
A kind of erection method of cable stayed bridge end bay steel truss girder Download PDFInfo
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- CN104480862B CN104480862B CN201410723740.8A CN201410723740A CN104480862B CN 104480862 B CN104480862 B CN 104480862B CN 201410723740 A CN201410723740 A CN 201410723740A CN 104480862 B CN104480862 B CN 104480862B
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- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
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- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
An erection method for cable stayed bridge end bay steel truss girder, relates to Bridge Construction technical field.This erection method comprises: the steel truss girder lower edge between first assembly pier epimerite and bridge deck, forms bridge deck internode; Recycling girder erection crane vertical lifting installs an assembled good bridge deck internode; Then utilize incremental launching device to the distance of an abutment pier direction pushing tow internode; The bridge deck internode of entirety stressed maximum assembly web member, wind up and bracing; Continue bridge deck internode to be installed and pushing tow, until bridge deck internode arrives abutment pier place; Finally complete the web member of residue internode, wind up and the installation of bracing, and hang suspension cable.Present invention improves the construction environment of end bay steel truss girder erection, improve efficiency of construction, there is very strong applicability and economy.
Description
Technical field
The present invention relates to Bridge Construction technical field, be specifically related to a kind of erection method of cable stayed bridge end bay steel truss girder.
Background technology
The erection of cable stayed bridge end bay steel truss girder is one of important step in CONSTRUCTION OF CABLE-STAYED BRIDGE.Its traditional mounting method mainly contains following three kinds:
1, steel truss girder from king-tower to both sides two cantilever erection.After the construction of king-tower lower transverse beam, set up pier-side bracket, steel truss girder between pier epimerite is installed, girder erection crane is installed at steel truss girder top, king-tower bilateral symmetry is loose spells or whole segmental erection steel truss girder, has often set up an internode and has synchronously hung suspension cable, until end bay has been constructed and midspan closing.
2, steel truss girder utilizes that support is auxiliary to be set up from abutment pier to king-tower direction.Between end bay bridge pier, be abound with falsework, on falsework, loose spelling erecting steel truss girder, after end bay steel truss girder has set up, has hung suspension cable.
3, steel truss girder is from king-tower to abutment pier direction jack-in erection.After the construction of king-tower lower transverse beam, set up pier-side bracket, Dun Ding arranges incremental launching device, installs steel truss girder between pier epimerite, nose girder is installed in steel truss girder front end, girder erection crane is installed at steel truss girder top, and the steel truss girder of an afterbody assembling internode, to the steel truss girder of an end bay direction pushing tow internode, girder erection crane in move forward an internode across direction, so repeatedly, after completing the erection of end bay steel truss girder, suspension cable is hung.
The first and the second erection method all need to transport steel girder member bar, and steel girder member bar is heavier, usually can run into the problem of disembarkation difficulty, and therefore, need arrange special harbour, trestle and lifting station etc., transhipment has high input, and wastes time and energy, and efficiency is low.
In the third erection method, need to arrange nose girder in steel truss girder front end, to reduce steel truss girder stress and front end amount of deflection, temporary structure is more, and construction environment is complicated.
Summary of the invention
For the defect existed in prior art, the object of the present invention is to provide a kind of erection method of cable stayed bridge end bay steel truss girder, can not only solve the problem, and improve the construction environment of end bay steel truss girder erection, improve efficiency of construction, there is very strong applicability and economy.
For reaching above object, the technical scheme that the present invention takes is: the erection method providing a kind of cable stayed bridge end bay steel truss girder, comprises the following steps:
S1. after king-tower lower transverse beam has been constructed, pier-side bracket is set up, the pier-side bracket top layout incremental launching device set up, and steel truss girder lower edge between the assembly pier epimerite of incremental launching device top and bridge deck, form bridge deck internode; After the bridge deck internode of preset number to be done is assembled, bridge deck internode installs girder erection crane;
S2. build abutment pier and Temporary Piers, and the steel truss girder lower edge of single internode and bridge deck are assembled into entirety in factory simultaneously, form bridge deck internode; Utilize girder erection crane vertical lifting that a bridge deck internode is installed; After completing the erection of a bridge deck internode, utilize incremental launching device by overall for the bridge deck internode distance to an abutment pier direction pushing tow internode, then move forward girder erection crane;
S3. step S2 is repeated, until the stressed maximum of the bridge deck internode of entirety from the slippage of pier top out;
The maximum assembly web member of the bridge deck internode water-cooled system S4. in whole pushing tow process, to wind up and bracing, until the web member of the multiple internodes that need install of the maximum of water-cooled system, to wind up and the whole installation of bracing;
S5. step S2 is repeated, until bridge deck internode arrives abutment pier place;
S6. complete the web member of residue internode, wind up and the installation of bracing, and hang suspension cable.
On the basis of technique scheme, in described step S1, described in complete that the bridge deck internode of preset number is assembled is set to four bridge deck internodes.
On the basis of technique scheme, in described step S1, utilize the steel truss girder lower edge between crane barge assembly pier epimerite and bridge deck, form bridge deck internode.
On the basis of technique scheme, in described step S2, when building abutment pier, according to the bridge deck internode of pushing tow, stressed and deformation, adds and builds Temporary Piers between abutment pier and king-tower.
On the basis of technique scheme, in described step S2, transport ship on water is utilized to treat being transported to girder erection crane at the assembled bridge deck internode completed of factory below chord position.
On the basis of technique scheme, in described step S4, utilize the maximum assembly web member of the bridge deck internode water-cooled system of crane barge in whole pushing tow process, wind up and bracing.
On the basis of technique scheme, in described step S4, the web member of multiple internode is installed, wind up and bracing time, the bridge deck internode of every pushing tow internode, install an internode web member, wind up and bracing.
On the basis of technique scheme, in described step in S4, described need install web member, to wind up and the internode number of bracing is four internodes.
On the basis of technique scheme, in described step in S6, utilize the web member of mobile crane installation residue internode, wind up and bracing.
Beneficial effect of the present invention is:
1, in the present invention, utilize the bridge deck internode of the assembled Dun Ding of crane barge, all the other bridge deck internodes are after factory is assembled into entirety, the whole internode lifting of girder erection crane is utilized to install, without the need to arranging special harbour, trestle and lifting station to transport steel girder member bar in whole process, save the input of transhipment, time saving and energy saving, efficiency is high.
2, in the present invention, steel truss girder front end is without the need to arranging nose girder.In order to reduce stress and the front end amount of deflection of steel truss girder lower edge and bridge deck, the maximum of the bridge deck internode water-cooled system in whole pushing tow process install in advance multiple internode web member, wind up and bracing, all the other web members, to wind up and bracing is installed after pushing tow puts in place.This construction method, the weight of bridge deck internode when not only alleviating pushing tow, also saves temporary structure and drops into, improve the construction environment of steel truss girder erection, improve efficiency of construction, have very strong applicability and economy.
Accompanying drawing explanation
Fig. 1 is steel truss girder lower edge and bridge deck erection schematic diagram between pier epimerite;
Fig. 2 is that steel truss girder lower edge and bridge deck set up and pushing tow schematic diagram;
Fig. 3 is stressed maximum web member, winds up and bracing scheme of installation;
Fig. 4 is residue internode web member, wind up and bracing and suspension cable scheme of installation.
Reference numeral:
1-pier-side bracket; 2-incremental launching device; 3-bridge deck internode; 4-girder erection crane; 5-abutment pier; 6-web member, to wind up and bracing; 7-suspension cable; 8-crane barge; 9-transport ship on water; 10-Temporary Piers; 11-mobile crane.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention is described in further detail.
The invention provides a kind of erection method of cable stayed bridge end bay steel truss girder, comprise the following steps:
S1. as shown in Figure 1, after king-tower lower transverse beam has been constructed, set up pier-side bracket 1, the pier-side bracket 1 top layout incremental launching device 2 set up, and utilize the steel truss girder lower edge of crane barge 8 between the assembly pier epimerite of incremental launching device 2 top and bridge deck, form bridge deck internode 3; Complete the bridge deck internode 3 of four internodes assembled after, bridge deck internode 3 is installed girder erection crane 4.
S2. as shown in Figure 2, build abutment pier 5, and according to the bridge deck internode of pushing tow stressed and deformation, add between abutment pier 5 and king-tower and build Temporary Piers 10, to provide support a little, the steel truss girder lower edge of single internode and bridge deck are assembled into entirety in factory simultaneously, form bridge deck internode 3; Utilizing transport ship on water 9 to treat below chord position by being transported to girder erection crane 4 at the assembled bridge deck internode 3 completed of factory, utilizing girder erection crane 4 whole internode vertical lifting that a bridge deck internode 3 is installed; After completing the erection of a bridge deck internode 3, utilize incremental launching device 2 by the distance of bridge deck internode 3 entirety to an abutment pier 5 direction pushing tow internode, and the girder erection crane 4 that moves forward, continue the installation of next bridge deck internode 3.
S3. step S2 is repeated, until the installed surface of the stressed maximum of the bridge deck internode 3 of entirety from the slippage of pier top out.
S4. as shown in Figure 3, utilize the maximum assembly web member of bridge deck internode 3 water-cooled system of crane barge 8 in whole pushing tow process, wind up and bracing 6, until the web member of four internodes need installing of the maximum of water-cooled system, to wind up and bracing 6 all installations.
The web member of concrete installation four internodes, wind up and bracing 6 time, every pushing tow bridge deck internode 3, installs the web member of an internode, winds up and bracing 6.
S5. repeat step S2, until bridge deck internode 3 is through Temporary Piers 10, arrive abutment pier 5 place.
S6. as shown in Figure 4, bridge on mobile crane 11, utilize mobile crane 11 complete residue internode web member, wind up and the installation of bracing 6, and hang suspension cable 7.
When utilizing this method to set up cable stayed bridge end bay steel truss girder, without the need to arranging special harbour, trestle and lifting station to transport steel girder member bar in whole process, save the input of transhipment, time saving and energy saving, efficiency is high.And, steel truss girder front end is without the need to arranging nose girder, in order to reduce stress and the front end amount of deflection of steel truss girder lower edge and bridge deck, only the maximum of bridge deck internode 3 water-cooled system in whole pushing tow process the web member of multiple internode need be installed in advance, wind up and bracing 6, the web member of all the other internodes, to wind up and bracing 6 is installed after bridge deck internode 3 integral pushing puts in place again, the weight of bridge deck internode 3 when not only alleviating pushing tow, be beneficial to operation, also save the input of temporary structure, improve the construction environment of steel truss girder erection, improve efficiency of construction, there is very strong applicability and economy.
The present invention is not limited to above-mentioned embodiment, and for those skilled in the art, under the premise without departing from the principles of the invention, can also make some improvements and modifications, these improvements and modifications are also considered as within protection scope of the present invention.The content be not described in detail in this manual belongs to the known prior art of professional and technical personnel in the field.
Claims (9)
1. an erection method for cable stayed bridge end bay steel truss girder, is characterized in that, comprises the following steps:
S1. after king-tower lower transverse beam has been constructed, set up pier-side bracket (1), at the pier-side bracket set up (1) top layout incremental launching device (2), and steel truss girder lower edge between the assembly pier epimerite of incremental launching device (2) top and bridge deck, form bridge deck internode (3); After the bridge deck internode (3) of preset number to be done is assembled, bridge deck internode (3) is installed girder erection crane (4);
S2. build abutment pier (5) and Temporary Piers (10), and the steel truss girder lower edge of single internode and bridge deck are assembled into entirety in factory simultaneously, form bridge deck internode (3); Utilize girder erection crane (4) vertical lifting that a bridge deck internode (3) is installed; After completing the erection of a bridge deck internode (3), utilize incremental launching device (2) by overall for bridge deck internode (3) distance to abutment pier (5) direction pushing tow internode, then move forward girder erection crane (4);
S3. step S2 is repeated, until the stressed maximum of the bridge deck internode (3) of entirety from the slippage of pier top out;
The maximum assembly web member of bridge deck internode (3) water-cooled system S4. in whole pushing tow process, to wind up and bracing (6), until the web member of the multiple internodes that need install of the maximum of water-cooled system, to wind up and bracing (6) all installations;
S5. step S2 is repeated, until bridge deck internode (3) arrives abutment pier (5) place;
S6. complete the web member of residue internode, wind up and the installation of bracing (6), and hang suspension cable (7).
2. the erection method of cable stayed bridge end bay steel truss girder as claimed in claim 1, is characterized in that: in described step S1, described in complete that the bridge deck internode (3) of preset number is assembled is set to four bridge deck internodes (3).
3. the erection method of cable stayed bridge end bay steel truss girder as claimed in claim 1, is characterized in that: in described step S1, utilizes the steel truss girder lower edge between crane barge (8) assembly pier epimerite and bridge deck, forms bridge deck internode (3).
4. the erection method of cable stayed bridge end bay steel truss girder as claimed in claim 1, it is characterized in that: in described step S2, when building abutment pier (5), stressed and the deformation according to the bridge deck internode (3) of pushing tow, adds and builds Temporary Piers (10) between abutment pier (5) and king-tower.
5. the erection method of cable stayed bridge end bay steel truss girder as claimed in claim 1, it is characterized in that: in described step S2, utilizing transport ship on water (9) to treat being transported to girder erection crane (4) at the assembled bridge deck internode (3) completed of factory below chord position.
6. the erection method of cable stayed bridge end bay steel truss girder as claimed in claim 1, it is characterized in that: in described step S4, utilize the maximum assembly web member of bridge deck internode (3) water-cooled system of crane barge (8) in whole pushing tow process, wind up and bracing (6).
7. the erection method of cable stayed bridge end bay steel truss girder as claimed in claim 1, it is characterized in that: in described step S4, the web member of multiple internode is installed, wind up and bracing (6) time, the bridge deck internode (3) of every pushing tow internode, installs the web member of an internode, winds up and bracing (6).
8. the erection method of cable stayed bridge end bay steel truss girder as claimed in claim 1, is characterized in that: in described step in S4, described need install web member, to wind up and the internode number of bracing (6) is four internodes.
9. the erection method of cable stayed bridge end bay steel truss girder as claimed in claim 1, is characterized in that: in described step in S6, utilizes the web member of mobile crane (11) installation residue internode, winds up and bracing (6).
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| CN105317008B (en) * | 2015-09-08 | 2018-06-29 | 贵州省公路工程集团有限公司 | A kind of Integral lifting method of steel truss girder cable-stayed bridge steel truss girder segment |
| CN106917358B (en) * | 2017-04-28 | 2018-11-20 | 北京城建道桥建设集团有限公司 | A kind of cable-stayed bridge main-beam combination constructing method thereof and its counter weight construction system |
| CN108265628A (en) * | 2018-02-01 | 2018-07-10 | 中交路桥建设有限公司 | One kind rides cable-styled erection crane lifting cable-stayed bridge girder steel and bridge floor board construction method |
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| CN113846563B (en) * | 2021-09-18 | 2023-04-07 | 中铁大桥局集团有限公司 | Construction method for side span and auxiliary span steel truss girder erection of large-span cable-stayed bridge |
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| JP3150572B2 (en) * | 1995-05-18 | 2001-03-26 | 三菱重工業株式会社 | Bridge erection equipment |
| CN1900423A (en) * | 2006-07-10 | 2007-01-24 | 中铁大桥局股份有限公司 | Integrate section frame building method for steel truss |
| CN102373671B (en) * | 2011-11-18 | 2013-08-07 | 中铁四局集团有限公司 | Steel trussed beam and flexible arch bridge construction method with vault pushing |
| CN102535343B (en) * | 2012-02-02 | 2014-01-15 | 中铁大桥局股份有限公司 | Method for erecting girder on top of main tower mound of steel truss girder cable-stayed bridge |
| CN103911956B (en) * | 2014-03-21 | 2015-11-18 | 中铁大桥局集团有限公司 | A kind of large span stayed-cable bridge steel truss girder mounting method |
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Inventor after: Pan Dongfa Inventor after: Jia Weizhong Inventor after: Hu Jun Inventor after: Yao Sen Inventor after: Xu Ye Inventor after: Zhang Dong Inventor after: Zhao Quancheng Inventor after: Zhu Mingquan Inventor after: Tu Manming Inventor after: Mao Weiqi Inventor after: Wu Fangming Inventor after: Ma Tao Inventor after: Zhao Kunpeng Inventor after: Zhang Aihua Inventor after: Qin Yonggang Inventor before: Pan Dongfa Inventor before: Hu Jun Inventor before: Yao Sen Inventor before: Xu Ye Inventor before: Zhang Dong Inventor before: Zhao Quancheng Inventor before: Tu Manming Inventor before: Mao Weiqi Inventor before: Wu Fangming Inventor before: Ma Tao Inventor before: Zhao Kunpeng Inventor before: Zhang Aihua Inventor before: Qin Yonggang Inventor before: Jia Weizhong |
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