CN105544412A - Incremental launching construction method for three-main-truss rigid suspension cable stiffening continuous steel truss girder with stiffening chord - Google Patents
Incremental launching construction method for three-main-truss rigid suspension cable stiffening continuous steel truss girder with stiffening chord Download PDFInfo
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- CN105544412A CN105544412A CN201610076060.0A CN201610076060A CN105544412A CN 105544412 A CN105544412 A CN 105544412A CN 201610076060 A CN201610076060 A CN 201610076060A CN 105544412 A CN105544412 A CN 105544412A
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- steel truss
- truss girder
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- pushing tow
- bridge
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
Abstract
The invention provides an incremental launching construction method for a three-main-truss rigid suspension cable stiffening continuous steel truss girder with a stiffening chord. A multi-point synchronous incremental launching control system is used for completing incremental launching construction of the large-span rigid suspension cable stiffening continuous steel truss girder with the stiffening chord. The method is feasible to implement, safe and reliable and solves the technical problem that incremental launching of a large-span steel truss girder bridge with a stiffening chord is difficult in the construction process.
Description
Technical field
The invention belongs to field of bridge construction, be specifically related to a kind of three main truss rigid suspended cable stiffening continuous truss sill bolts and put more energy into the push construction method of string.
Background technology
Along with developing rapidly of China's economy, need the project of building increasing, the bridge of Steel truss structure gets more and more, more and more higher to the safety of construction, quality, schedule requirement, must employ new technology, new technology, could high-quality, the high-quality of optimized integration construction requirements.At present, steel truss girder erection is general adopts loose method of spelling to carry out, and need arrange the temporary project such as pier, trestle in water, be unfavorable for the protection of shipping and environment, too increase cost and the duration of construction.
Along with the degree of depth of railway construction in China great-leap-forward development advances, rigid suspended cable stiffening steel truss girder bridge is as the large span combined bridge form of structure of novelty.Because the advantages such as himself rigidity is large, span ability large, the distribution of full-bridge internal force is reasonable, architectural image is attractive in appearance become important development direction in railroad bridge construction.Domestic at present have two these form of structure bridges, i.e. Dongguan Dongjiang River Bridge and Yellow River Bridge, Jinans.Dongguan Dongjiang River Bridge is the double-deck road bridge of (112+208+112) m, adopts the erection of cantilever method.The string of a musical instrument of putting more energy into is second-degree parabola, adopts original position to install.Yellow River Bridge, Jinan is the double-deck combined bridge of (128+3 × 180+128) m, adopts incremental launching method erection.The string of a musical instrument of putting more energy into is circular arc line, installs in pushing tow process, adopts multiple spot top lifting auxiliary closure.
Incremental launching method is lower to site requirements, and the construction period is relatively short, and equipment investment is few.Need complete installation and the closure of string of putting more energy in string incremental launching construction in precalculated position but three purlin rigid suspended cable stiffening continuous truss sill bolts are put more energy into, and pushing tow weight is large, three purlin pushing tow synchronisms are difficult to ensure.
Summary of the invention
To put more energy into the unworkable problem existed in string incremental launching construction process for solving existing three purlin rigid suspended cable stiffening continuous truss sill bolts, the present invention proposes a kind of three main truss rigid suspended cable stiffening continuous truss sill bolts and to put more energy into the push construction method of string, the method operation feasible and safe and reliable, solves band in longspan steel truss girder bridge construction process and to put more energy into the technical barrier of string pushing tow.
Technical scheme of the present invention is achieved in that
Three main truss rigid suspended cable stiffening continuous truss sill bolts are put more energy into the push construction method of string, comprise the following steps:
S1: at side, riverbank end bay erection steel purlin amount pushing tow platform for lining, in across erection pier-side bracket, platform removed by opposite bank end bay erection nose girder;
S2: the steel truss girder of assembled nose girder and a round on pushing tow platform for lining, and completing slide block steel plate pad, on pushing tow platform for lining, every sheet steel truss girder bottom arranges slipway beam, horizontal continuity jack, vertical jack, rear anchor counter-force seat, slide block, assembled cushion block and draw-gear;
Before steel truss girder erection, steel truss girder rear end is in state of freely coming to nothing, according to the lower edge end face level measurement result of last three internodes of steel truss girder, calculate the unstressed assembled absolute altitude of each internode, utilize the vertical jack of support slipway beam end face by steel truss girder jack-up, carry out Pass line adjustment by the slide block steel plate pad thickness adjusting assembled cushion block end face;
S3: utilize horizontal continuity jack incremental launching construction by multipoint jacking, steel truss girder pushed forward round internode;
After S4: one time pushing tow puts in place, slide block is switched at each fulcrum place, and adjustment full-bridge is linear, the assembled next one steel truss girder in rear end;
S5: repeat step S2-S4 step, until steel truss girder pushing tow installs closure operating mode to predetermined string of putting more energy into;
S6: coordinate bridge floor mobile crane to complete the installation of put more energy into string column, chord member and auxiliary stand by straddle truck, and reserved closure mouth, then the synchronous top lifting of the vertical jack in many places support arranged, reduces closure mouth distance, completes string of putting more energy into accurately join the two sections of a bridge, etc eventually through closure mouth place device;
S7: repeat S2-S6 step, installs and is with string pushing tow of putting more energy into, until full-bridge pushing tow puts in place with completing residue steel truss girder.
Further, in described step S3, steel truss girder incremental launching construction by multipoint jacking realizes the horizontal continuity jack relying on each place of full-bridge to arrange, the Dun Ding of the main pier of every root arranges three slipway beams, be positioned at every sheet main truss bottom, one group of horizontal continuity jack is arranged in every root slipway beam front end, in steel truss girder incremental launching construction, horizontal continuity jack synchronization job everywhere.
Further, the equal configuration bit displacement sensor of the sinciput of every platform jack and rear top, institute's displacement sensors can go out the piston stroke of jack by direct-detection; Calculate the speed of jack by the computing of PLC and compared, with a wherein jack for active point, cylinder is stretched with constant speed, all the other jack are servo-actuated point, if jack speed meets the demands, by this rate-adaptive pacemaker pump head flow, otherwise adjustment electric machine frequency is to increase or to reduce pump head output flow, to reach the regulation and control of speed, thus it is synchronous to reach speed ground, each top.
Further, adjusting full-bridge in described step S4 linearly for utilizing total powerstation to locate each control point coordinate, analyzing steel truss girder and indulging lateral deviation, utilize vertical and horizontal cross jack everywhere to complete the existing adjustment of main bridge.
Further, in described total station survey pushing tow process, three steel truss girder same internode place elevations, analyze the situation of change of the three purlin discrepancy in elevation, monitor steel truss girder level to change in location simultaneously, analyze steel truss girder lateral shift situation; Obtain each crucial rod node place strain by strain monitoring, analyze steel truss girder stressing conditions everywhere; According to in-site measurement and monitored results, by controlling jack operating frequency everywhere, adjust three steel truss girder distribution of forces, and realize the transverse direction correction of steel truss girder in pushing tow process.
Further, string of putting more energy in described step S5 is installed and closure position need be determined according to the calculated results, guarantees that member erection is smooth, and is convenient to jack multiple spot top lifting closure.
Beneficial effect of the present invention:
1, encircle in advance by arranging full-bridge and set up nose girder, without under span centre Temporary Piers condition, completing steel truss girder large span pushing tow, saving construction cost, shorten the duration, be adapted to across unfavorable construction environments such as river cross a rivers.
2, before a steel truss girder pushing tow, the erection of rear end steel truss girder and the front end jack beam that rises and falls is switched slide block and can synchronously be carried out, and shortens the duration.Incremental launching device uniform force everywhere in incremental launching construction by multipoint jacking system, pushing tow process is steady, ensure that the safety of incremental launching construction.
3, regulated by multi-point pushing control system, control each point pushing tow power output in urging action, be convenient in process, regulate each node Relative sliding speed, restriction girder lateral shift and three purlin high differences.
4, band is put more energy into string incremental launching construction, completes respectively across string closure of putting more energy in full-bridge work progress successively, and most advantage rule is followed in closure position, reduces the difficulty of string closure of putting more energy into, ensures that full-bridge is linearly reasonable.
5, full-bridge incremental launching construction whole process measures monitoring, real-time feedback data, effectively prevents steel truss girder lateral shift and three purlin high difference accumulations from increasing, ensures the safety of each unfavorable position rod member simultaneously.
Accompanying drawing explanation
In order to be illustrated more clearly in the embodiment of the present invention or technical scheme of the prior art, be briefly described to the accompanying drawing used required in embodiment or description of the prior art below, apparently, accompanying drawing in the following describes is only some embodiments of the present invention, for those of ordinary skill in the art, under the prerequisite not paying creative work, other accompanying drawing can also be obtained according to these accompanying drawings.
Fig. 1 is steel truss girder pushing tow schematic diagram;
Fig. 2 is that pier top pushing tow system facade arranges schematic diagram;
Fig. 3 is that pier top pushing tow System planes arranges schematic diagram;
Fig. 4 is string closure schematic diagram of putting more energy into;
Fig. 5 is maximum cantilever operating mode schematic diagram;
Fig. 6 is pier schematic diagram on nose girder leading portion.
Accompanying drawing indicates: 1, nose girder, and 2, steel truss girder, 3, string of putting more energy into, 4, slipway beam, 5, horizontal continuity jack, 6, vertical jack, 7, slide block, 8, horizontal cross jack.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the embodiment of the present invention, be clearly and completely described the technical scheme in the embodiment of the present invention, obviously, described embodiment is only the present invention's part embodiment, instead of whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art, not making the every other embodiment obtained under creative work prerequisite, belong to the scope of protection of the invention.
Referring to figs. 1 through Fig. 6, a kind of three main truss rigid suspended cable stiffening continuous truss sill bolts are put more energy into the push construction method of string, comprise the following steps:
S1: at side, riverbank end bay erection steel purlin amount pushing tow platform for lining, in across erection pier-side bracket, platform removed by opposite bank end bay erection nose girder;
S2: the steel truss girder 2 of assembled nose girder and a round on pushing tow platform for lining, and completing slide block 7 steel plate pad, on pushing tow platform for lining, every sheet steel truss girder 2 bottom arranges slipway beam 4, horizontal continuity jack 5, vertical jack 6, rear anchor counter-force seat, slide block 7, assembled cushion block and draw-gear;
Before steel truss girder 2 sets up, steel truss girder 2 rear end is in state of freely coming to nothing, according to the lower edge end face level measurement result of last three internodes of steel truss girder 2, calculate the unstressed assembled absolute altitude of each internode, utilize the vertical jack of support slipway beam 4 end face by steel truss girder 2 jack-up, carry out Pass line adjustment by the slide block steel plate pad thickness adjusting assembled cushion block end face; Lifting 2, rear end internode steel truss girder 2, linear according to full-bridge design, complete each position slide block pad, adjustment each point absolute altitude.
S3: utilize horizontal continuity jack incremental launching construction by multipoint jacking, steel truss girder pushed forward round internode;
Steel truss girder 2 incremental launching construction by multipoint jacking realizes the horizontal continuity jack 5 relying on each place of full-bridge to arrange, the Dun Ding of the main pier of every root arranges three slipway beams 4, be positioned at every sheet main truss bottom, one group of horizontal continuity jack 5 is arranged in every root slipway beam 4 front end, in steel truss girder incremental launching construction, horizontal continuity jack synchronization job everywhere.
After S4: one time pushing tow puts in place, slide block 7 is switched at each fulcrum place, and adjustment full-bridge is linear, the assembled next one steel truss girder 2 in rear end;
By on-the-spot total station survey and strain monitoring in pushing tow process, grasp steel truss girder pushing tow synchronism and structure situation of change everywhere in real time, utilize pushing tow system control device to regulate jack pressure value everywhere, concrete grammar is as follows:
With the action sensing element of proximity switch as ZLD automatic continuous jacking top, the position signalling of Automatic continuous jack piston is passed to controller, by controller, signal is passed to master station, after the signal obtained is carried out logical combination, again control signal is passed to Automatic continuous pumping plant, Automatic continuous pumping plant goes by solenoid operated directional valve the action controlling corresponding Automatic continuous jack.
The equal configuration bit displacement sensor of the sinciput of every platform jack and rear top, institute's displacement sensors can go out the piston stroke of jack by direct-detection; Calculate the speed of jack by the computing of PLC and compared, with a wherein jack for active point, cylinder is stretched with constant speed, all the other jack are servo-actuated point, if jack speed meets the demands, by this rate-adaptive pacemaker pump head flow, otherwise adjustment electric machine frequency is to increase or to reduce pump head output flow, to reach the regulation and control of speed, thus it is synchronous to reach speed ground, each top.
In described total station survey pushing tow process, three steel truss girder same internode place elevations, analyze the situation of change of the three purlin discrepancy in elevation, monitor steel truss girder level to change in location simultaneously, analyze steel truss girder lateral shift situation; Obtain each crucial rod node place strain by strain monitoring, analyze steel truss girder stressing conditions everywhere; According to in-site measurement and monitored results, by controlling jack operating frequency everywhere, adjust three steel truss girder distribution of forces, and realize the transverse direction correction of steel truss girder in pushing tow process.
After steel truss girder 2 pushing tow puts in place, according to measurement result, horizontal cross jack 8 is utilized to carry out full-bridge laterally correction.One time pushing tow completes, and when top, nose girder 1 front end arrives next main pier position, utilizes 6, vertical jack, the beam that falls completes pier and slide block 7 pad operation on nose girder 1; After nose girder 1 front end arrives last main pier position, complete on nose girder 1 while pier, every pushed forward once need complete the dismounting operation of nose girder 1 front end on platform, until nose girder 1 is all removed, and pier on full-bridge steel truss girder 2 pushing tow.In nose girder 1 Demolition Construction, nose girder 1 front end rod member needs after removing to ensure that residue nose girder 1 front end or steel truss girder 2 front end arrive this dismounting platform rear end, meets slide block 7 and to fall the requirement of beam.
Full-bridge everywhere slide block 7 is switched successively, switches slide block 7 and follows order from front to back, and in switching operation, vertical jack 6 heights of roofs and top lifting power need to determine according to calculating, and suitably adjust according to actual condition.Slide block 7 needs according to result of calculation again pad steel plate after switching, control the linear and three purlin discrepancy in elevation of full-bridge.
S5: repeat step S2-S4 step, until steel truss girder 2 pushing tow installs closure operating mode to predetermined string 3 of putting more energy into;
String 3 of putting more energy into is installed and the position that joins the two sections of a bridge, etc need be determined according to the calculated results, guarantees that member erection is smooth, and is convenient to jack multiple spot top lifting closure.
S6: coordinate bridge floor mobile crane to complete the installation of put more energy into string column, chord member and auxiliary stand by straddle truck, and reserved closure mouth, then the synchronous top lifting of the vertical jack in many places support arranged, reduces closure mouth distance, completes string 3 of putting more energy into accurately join the two sections of a bridge, etc eventually through closure mouth place device;
S7: repeat S2-S6 step, completes residue steel truss girder 2 ground and installs and be with string 3 pushing tow of putting more energy into, until full-bridge pushing tow puts in place.
After one time incremental launching construction terminates, checking measurements and monitor data, analyze the Parameters variation such as steel truss girder 2 overall linear, lateral displacement and the three purlin discrepancy in elevation.Vertical jack 6 and horizontal deviation-rectifying system is utilized to complete steel truss girder 2 pad and correction everywhere before pushing tow next time.Pushing tow operation next time can be carried out after every operation completes.Dismounting incremental launching device after full-bridge pushing tow completes, carry out full-bridge fall beam operation, complete full-bridge jack-in erection.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, within the spirit and principles in the present invention all, any amendment done, equivalent replacement, improvement etc., all should be included within protection scope of the present invention.
Claims (6)
1. three main truss rigid suspended cable stiffening continuous truss sill bolts are put more energy into a push construction method for string, it is characterized in that, comprise the following steps:
S1: at side, riverbank end bay erection steel purlin amount pushing tow platform for lining, in across erection pier-side bracket, platform removed by opposite bank end bay erection nose girder;
S2: the steel truss girder of assembled nose girder and a round on pushing tow platform for lining, and completing slide block steel plate pad, on pushing tow platform for lining, every sheet steel truss girder bottom arranges slipway beam, horizontal continuity jack, vertical jack, rear anchor counter-force seat, slide block, assembled cushion block and draw-gear;
Before steel truss girder erection, steel truss girder rear end is in state of freely coming to nothing, according to the lower edge end face level measurement result of last three internodes of steel truss girder, calculate the unstressed assembled absolute altitude of each internode, utilize the vertical jack of support slipway beam end face by steel truss girder jack-up, carry out Pass line adjustment by the slide block steel plate pad thickness adjusting assembled cushion block end face;
S3: utilize horizontal continuity jack incremental launching construction by multipoint jacking, steel truss girder pushed forward round internode;
After S4: one time pushing tow puts in place, slide block is switched at each fulcrum place, and adjustment full-bridge is linear, the assembled next one steel truss girder in rear end;
S5: repeat step S2-S4 step, until steel truss girder pushing tow installs closure operating mode to predetermined string of putting more energy into;
S6: coordinate bridge floor mobile crane to complete the installation of put more energy into string column, chord member and auxiliary stand by straddle truck, and reserved closure mouth, then the synchronous top lifting of the vertical jack in many places support arranged, reduces closure mouth distance, completes string of putting more energy into accurately join the two sections of a bridge, etc eventually through closure mouth place device;
S7: repeat S2-S6 step, installs and is with string pushing tow of putting more energy into, until full-bridge pushing tow puts in place with completing residue steel truss girder.
2. push construction method according to claim 1, it is characterized in that, in described step S3, steel truss girder incremental launching construction by multipoint jacking realizes the horizontal continuity jack relying on each place of full-bridge to arrange, the Dun Ding of the main pier of every root arranges three slipway beams, every root slipway beam is positioned at every sheet main truss bottom, one group of horizontal continuity jack is arranged in every root slipway beam front end, in steel truss girder incremental launching construction, and horizontal continuity jack synchronization job everywhere.
3. push construction method according to claim 2, is characterized in that, the equal configuration bit displacement sensor of the sinciput of every platform jack and rear top, and institute's displacement sensors can go out the piston stroke of jack by direct-detection; Calculate the speed of jack by the computing of PLC and compared, with a wherein jack for active point, cylinder is stretched with constant speed, all the other jack are servo-actuated point, if jack speed meets the demands, by this rate-adaptive pacemaker pump head flow, otherwise adjustment electric machine frequency is to increase or to reduce pump head output flow, to reach the regulation and control of speed, thus it is synchronous to reach speed ground, each top.
4. push construction method according to claim 1 and 2, it is characterized in that, adjusting full-bridge in described step S4 linearly for utilizing total powerstation to locate each control point coordinate, analyzing steel truss girder and indulging lateral deviation, utilize vertical and horizontal cross jack everywhere to complete the existing adjustment of main bridge.
5. push construction method according to claim 4, it is characterized in that, in described total station survey pushing tow process, three steel truss girder same internode place elevations, analyze the situation of change of the three purlin discrepancy in elevation, monitor steel truss girder level to change in location simultaneously, analyze steel truss girder lateral shift situation; Obtain each crucial rod node place strain by strain monitoring, analyze steel truss girder stressing conditions everywhere; According to in-site measurement and monitored results, by controlling jack operating frequency everywhere, adjust three steel truss girder distribution of forces, and realize the transverse direction correction of steel truss girder in pushing tow process.
6. push construction method according to claim 1 and 2, is characterized in that, string of putting more energy in described step S5 is installed and closure position need be determined according to the calculated results, guarantees that member erection is smooth, and is convenient to jack multiple spot top lifting closure.
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Cited By (8)
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| CN107151980A (en) * | 2017-06-09 | 2017-09-12 | 中铁建大桥工程局集团第五工程有限公司 | Large-span Steel Box Beam liftable self-propelled successively incremeantal launching method system and its construction method |
| CN107815975A (en) * | 2017-11-28 | 2018-03-20 | 江西乔田重工有限公司 | Incremental launching construction by multipoint jacking device and construction method of the multi-joint multi-span steel beam based on independent non-rigid bridge pier |
| CN108103953A (en) * | 2018-03-09 | 2018-06-01 | 中国铁建大桥工程局集团有限公司 | Suitable for high-block bridge degree steel truss girder bridge double-slider push construction method |
| CN108221710A (en) * | 2018-02-13 | 2018-06-29 | 上海工程技术大学 | It is a kind of can adjust automatically bottom elevation bridge incremental launching construction equipment |
| CN108560429A (en) * | 2017-09-18 | 2018-09-21 | 贵州路桥集团有限公司 | Stride thrustor and pushing method |
| CN109797663A (en) * | 2019-01-15 | 2019-05-24 | 中铁大桥勘测设计院集团有限公司 | A kind of construction method that the floating bracket of bridge structure is set |
| CN111676816A (en) * | 2020-05-28 | 2020-09-18 | 中铁十局集团青岛工程有限公司 | Steel truss girder and frame pier steel beam construction method |
| CN114293473A (en) * | 2021-12-22 | 2022-04-08 | 中铁九桥工程有限公司 | Construction method of basket arch bridge |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107151980A (en) * | 2017-06-09 | 2017-09-12 | 中铁建大桥工程局集团第五工程有限公司 | Large-span Steel Box Beam liftable self-propelled successively incremeantal launching method system and its construction method |
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| CN107815975A (en) * | 2017-11-28 | 2018-03-20 | 江西乔田重工有限公司 | Incremental launching construction by multipoint jacking device and construction method of the multi-joint multi-span steel beam based on independent non-rigid bridge pier |
| CN108221710A (en) * | 2018-02-13 | 2018-06-29 | 上海工程技术大学 | It is a kind of can adjust automatically bottom elevation bridge incremental launching construction equipment |
| CN108103953A (en) * | 2018-03-09 | 2018-06-01 | 中国铁建大桥工程局集团有限公司 | Suitable for high-block bridge degree steel truss girder bridge double-slider push construction method |
| CN108103953B (en) * | 2018-03-09 | 2019-10-15 | 中国铁建大桥工程局集团有限公司 | Suitable for high-block bridge degree steel truss girder bridge double-slider push construction method |
| CN109797663A (en) * | 2019-01-15 | 2019-05-24 | 中铁大桥勘测设计院集团有限公司 | A kind of construction method that the floating bracket of bridge structure is set |
| CN111676816A (en) * | 2020-05-28 | 2020-09-18 | 中铁十局集团青岛工程有限公司 | Steel truss girder and frame pier steel beam construction method |
| CN111676816B (en) * | 2020-05-28 | 2022-03-29 | 山东潍莱高速铁路有限公司 | Steel truss girder and frame pier steel beam construction method |
| CN114293473A (en) * | 2021-12-22 | 2022-04-08 | 中铁九桥工程有限公司 | Construction method of basket arch bridge |
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