CN105155418A - Construction method for bridge horizontal movement - Google Patents
Construction method for bridge horizontal movement Download PDFInfo
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- CN105155418A CN105155418A CN201510501403.9A CN201510501403A CN105155418A CN 105155418 A CN105155418 A CN 105155418A CN 201510501403 A CN201510501403 A CN 201510501403A CN 105155418 A CN105155418 A CN 105155418A
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Abstract
The invention discloses a construction method for bridge horizontal movement. The method includes the following steps that firstly, new-site pier columns are arranged, an operation platform is erected, and steel pipes and an all-round scaffold are erected on the peripheries of old-site pier columns of a bridge; secondly, a sliding way between a new site and an old site is erected and a new and old site middle sliding way of a space steel truss structure is erected between the new-site pier columns and the old-site pier columns; thirdly, the whole bridge is synchronously jacked and all the old-site pier columns are provided with jacks used for synchronously jacking the whole bridge; fourthly, the restraint of old supports is released, the old supports are taken out after the bridge is jacked to the assigned position, and the restraint of the old supports to the bridge is released; fifthly, a horizontal movement travelling crane mechanism is installed, sliding feet are installed below the bridge, the jacks are detached, and force return systems are installed on old-site piers; and sixthly, the whole bridge is synchronously and horizontally moved, the horizontal movement travelling crane mechanism is detached, new supports are installed, the whole bridge synchronously falls, and therefore the whole bridge is moved. By the adoption of the method, the synchronism error is within -2 mm to 2 mm, a parameter control method is unique, and the effect is remarkable.
Description
Technical field
The present invention is specifically related to a kind of construction method of bridge translation.
Background technology
Along with social economy's high speed development, urban traffic amount increases day by day, and the bridge road in urban district will face more and more acid test.For alleviating traffic pressure, certainly will again will plan Urban Bridge road, wherein, part because meeting planning requirement, will face the situation of removing and rebuilding across boat bridge.
Intact for bridge construction function, and indices still can meet the bridge of instructions for use, rebuilds as carried out dismounting, not only shorten the application life of bridge, cause the huge wasting of resources, and manpower consumption is large, long in time limit, capital expenditure is high, also can affects the normal navigation in navigation channel under bridge.For above problem, currently used method is in conjunction with road overall plan, implements integral shift within the specific limits to bridge, makes it be retained and continues to use.But the usual complex procedures of existing bridge shift method, operation easier is high, efficiency is low and security performance has much room for improvement, and fails conscientiously to meet practical application request.
Summary of the invention
The present invention, in order to overcome above deficiency, provides the construction method of the bridge translation that a kind of operation is simple, operation easier is low, efficiency is high and safe and reliable.
In order to solve the problems of the technologies described above, technical scheme of the present invention is: a kind of construction method of bridge translation, comprises the following steps:
S1: arrange new address pier stud and set up job platform, sets up steel pipe and full hall scaffold in the old site pier stud surrounding of bridge;
S2: set up slideway between new old site, slideway between the new old site of setting up Steel Space Truss structure between new address pier stud and old site pier stud;
S3: integral bridge synchronization of jacking up, installs the whole bridge of jack pair and carries out synchronization of jacking up at pier stud place, each old site;
S4: remove old support restraint, after jacking to assigned address, takes out old bearing, removes its constraint to bridge;
S5: install translation driving mechanism, install shoes below bridge, removes jack, and installs counter force system at bridge pier place, old site;
S6: integral bridge synchronous translational, moves integrally to new address pier stud correspondence position by bridge by slideway between new old site to described translation driving mechanism applied thrust;
S7: integral bridge synchronously lands, removes described translation driving mechanism, installs new bearing, carry out Integral synchronous landing to bridge, to complete the integral shift work of bridge.
Further, in described step S1, described steel pipe top lays veneer, and its surrounding hangs safety net.
Further, in described step S2, described Steel Space Truss is connected with old site pier stud by post-anchoring technology.
Further, in described step S3, described jack is hydraulic jack, and each described jack is provided with hydraulic lock and the assembling steel cushion block of equal altitudes.
Further, in described step S3, be also included in bridge pier place, old site and Displacement monitor system is set, stress monitoring system is set in the middle part of bridge, and plan-position monitoring system is set on bridge surface.
Further, in described step S5, described shoes is hydraulic suspension floating shoes, and between described shoes and new old site, the contact surface of slideway is provided with polyethylene tetrafluoro plate and corrosion resistant plate.
Further, in described step S5, the installation process of counter force system is: on the pier stud of old site, arrange steel corbel, and described steel corbel is fixedly connected with old site pier stud by rear screw rod.
Further, in described step S6, integral bridge synchronous translational process is controlled in real time by pushing tow control system, and described pushing tow control system adopts variable-frequency governor.
Further, in described step S3 or S7, described jacking or descent adopt PLC hydraulic synchronization lifting control system to control.
Further, also step S8 is comprised: remove slideway and job platform between new old site.
The construction method of bridge translation provided by the invention, by slideway between the new old site of setting up Steel Space Truss structure, and translation driving mechanism is installed below bridge, the planeness of slideway end face and the rigidity of slideway between new old site can not only be ensured, realize steady movement to integral bridge, and by PLC hydraulic synchronization lifting control system, synchronization of jacking up and synchronous descent accurately controlled, synchronism error can be controlled in ± 2mm within, and parameter control method is unique, Be very effective.Operation of the present invention is simple, time consumption is few, conscientiously meets practical application request.
Accompanying drawing explanation
Fig. 1 is the construction method flow chart of bridge translation of the present invention.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in detail:
As shown in Figure 1, the invention provides a kind of construction method of bridge translation, comprise the following steps:
S1: arrange new address pier stud and set up job platform, sets up steel pipe and full hall scaffold in the old site pier stud surrounding of bridge; Preferably, steel pipe top lays veneer, and its surrounding hangs safety net.Concrete, according to the new address after the translation of urban planning scheme determination bridge, according to parameters such as the sizes of bridge, some new addresses pier stud (i.e. the abutment of supporting bridge) is set at new address place; The total departure advance of the full hall scaffold vertical rod of the old site pier stud surrounding of bridge is 1.2m, and step pitch is 1.2 ~ 1.5m, sets up in process and requires vertical rod to insert river bed, ensure that it is subject to force intensity; Lay veneer in steel pipe top, and hang safety net in its surrounding, not only increase the convenient degree of bridge jacking and translation, and ensure that working security.
S2: set up slideway between new old site, slideway between the new old site of setting up Steel Space Truss structure between new address pier stud and old site pier stud; Preferably, Steel Space Truss is connected with old site pier stud by post-anchoring technology.Concrete, the height of Steel Space Truss is 3m, and wide is 1.25m.The upper chord of Steel Space Truss, lower chord, web member and horizon bar all adopt Q345BH shaped steel; Steel Space Truss is connected with concrete old site pier stud by post-anchoring technology, is namely connected by high extensive chemical screw rod, and adopt friction machine drilling, aperture and the degree of depth set according to specific requirement.The assembling process of Steel Space Truss is: first fix steel corbel rest by bolt, nut, then installs lower chord and upper chord, then assembles horizon bar and web member, finally welds lower chord, junction plate between upper chord and buried plate.
S3: integral bridge synchronization of jacking up, the whole bridge of jack pair is installed at pier stud place, each old site and carries out synchronization of jacking up, namely the integral jacking state consistency of bridge is ensured, jack is located between old site pier stud and bridge, preferably, described jack is ultra-thin hydraulic jack, each described jack is provided with hydraulic lock and the assembling steel cushion block of equal altitudes, to prevent any type of system and pipeline decompression, thus effective support of proof load, simultaneously, the axes normal ensureing jack is needed in the process that jack is installed, in order to avoid produce horizontal component in jacking process, in addition, jack all arranges billet up and down, to ensure that structure local damage does not occur.Preferably, the process of jacking adopts PLC hydraulic synchronization lifting control system to control, and the synchronization of jacking up of PLC hydraulic control is the raising method of a kind of power and displacement Comprehensive Control, and this method establishment is on the control basis of power and displacement with dual closed loop.
Concrete, in old site, pier stud place arranges stay-supported type displacement sensor, in jacking process by ultra-thin hydraulic jack accurately according to the bridge actual weight of relevant position, beam body is lifted on top reposefully, the subsidiary stress that jacking process central sill body is subject to drops to minimum, ultra-thin hydraulic jack is divided in groups according to distributing position simultaneously, position closed loop is formed with corresponding stay-supported type displacement sensor, to control displacement and the state of bridge jacking, to ensure the synchronism of jacking process well, guarantee the safety of bridge during jacking.In order to accurate control synchronization jacking process, the jack of each old site pier stud is divided into one group, often the corresponding stay-supported type displacement sensor of group, wherein, stay-supported type displacement sensor is located at pier stud place, old site, to monitor the state of jacking better.
Preferably, this step is also included in bridge pier place, old site and arranges Displacement monitor system, for detecting beam body jacking vertical displacement; Stress monitoring system being set in the middle part of bridge, in jacking process, whether occurring the tensile stress that exceeds standard for detecting beam body; And plan-position monitoring system is set on bridge surface, for monitoring bridge skew in machine and transverse direction, monitor each details in real time by monitoring system, so that Timeliness coverage problem solving within the shortest time, to guarantee that jacking process is normally carried out.
It should be noted that, whole jacking process is divided into some strokes, and the top lifting height of each stroke sets as the case may be, after each stage jacking terminates, by jack machinery nut-locking, then pad or bracing members are installed, carry out the jacking of next stroke, to putting in place to jacking.
S4: remove old support restraint, after jacking to assigned address, takes out old bearing, removes its constraint to bridge.
S5: install translation driving mechanism, install shoes below bridge, removes jack, and installs counter force system at bridge pier place, old site; Preferably, described shoes is hydraulic suspension floating shoes, double-acting self locking hydraulic jack is provided with in hydraulic suspension floating shoes, in bridge moving process, between shoes with new old site, ramp surface contacts, and between shoes and new old site, the contact surface of slideway is provided with polyethylene tetrafluoro plate and corrosion resistant plate, to reduce frictional force between the two, thrust required when reducing the translation of bridge, reduces the difficulty of operation.Preferably, the installation process of counter force system is: on the pier stud of old site, arrange steel corbel, and described steel corbel is fixedly connected with old site pier stud by rear screw rod, and old site pier stud provides opposition by counter force system to bridge, is also bridge translation and provides thrust.
S6: integral bridge synchronous translational, bridge is made to move integrally to new address pier stud correspondence position by slideway between new old site to described translation driving mechanism applied thrust, for the sake of security, the speed of translation is less than 30mm/min, preferably, integral bridge synchronous translational process is controlled in real time by pushing tow control system, and described pushing tow control system adopts variable-frequency governor, be connected with the hydraulic jack in hydraulic suspension floating shoes, make the flow that wherein oil pump exports reach continuously adjustable object.Control principle is as follows: the operational order that the PLC of electrical control system during variable-frequency governor controls is sent according to console, drive frequency control hydraulic-driven unit, hydraulic pump pressure oil output is driven to make corresponding cylinder movement, simultaneously, the load of the oil cylinder collected and displacement signal are sent to PLC by the pressure sensor of each oil cylinder and displacement transducer, the pressure that PLC root Ju detects and displacement signal, constitute multichannel position closed loop loop, continuous correction motion error, ensure that the synchronous control accuracy of the oil cylinder pushing tow of each hydraulic suspension floating shoes, trueness error scope is ± 0.5mm.
In bridge translation motion, due to the difference of equipment installation, construction level, control accuracy and control device, often there is certain deviation in track and the theory locus line of the actual movement of bridge, if do not limited this deviation or correct, often has influence on carrying out smoothly of displacement.Therefore longitudinal limiting device is set at the shrinkage joint place that two ends pier stud is corresponding, to guarantee that bridge plan-position meets design requirement in real time.In addition, in the process of bridge translation, need to monitor the real-time status of bridge, mainly comprise the monitoring of horizontal movement synchronism, the plan-position monitoring of bridge, the stress monitoring of beam body, the displacement of truss slipway beam and strain monitoring, as amount of deflection, torsional deformation degree etc., so that Timeliness coverage bridge translation motion CTC (Centell Technology Corporation) to solve in problem, to guarantee that synchronous translational process is normally carried out within the shortest time.
S7: integral bridge synchronously lands, removes described translation driving mechanism, installs new bearing, carry out Integral synchronous landing to bridge, completes the integral shift work of bridge.Preferably, this synchronous descent adopts PLC hydraulic synchronization lifting control system to control.
S8: remove slideway and job platform between new old site.
The construction method of bridge translation provided by the invention, by slideway between the new old site of setting up Steel Space Truss structure, and translation driving mechanism is installed below bridge, the planeness of slideway end face and the rigidity of slideway between new old site can not only be ensured, realize the steady movement to integral bridge, and by PLC hydraulic synchronization lifting control system, synchronization of jacking up and synchronous descent are accurately controlled, synchronism error can be controlled in ± 2mm within, and parameter control method is unique, Be very effective.Operation of the present invention is simple, time consumption is few, conscientiously meets practical application request.
Although be illustrated embodiments of the present invention in manual, these embodiments just as prompting, should not limit protection scope of the present invention.Carry out various omission, displacement and change without departing from the spirit and scope of the present invention all should be included in protection scope of the present invention.
Claims (10)
1. a construction method for bridge translation, is characterized in that, comprises the following steps:
S1: arrange new address pier stud and set up job platform, sets up steel pipe and full hall scaffold in the old site pier stud surrounding of bridge;
S2: set up slideway between new old site, slideway between the new old site of setting up Steel Space Truss structure between new address pier stud and old site pier stud;
S3: integral bridge synchronization of jacking up, installs the whole bridge of jack pair and carries out synchronization of jacking up at pier stud place, each old site;
S4: remove old support restraint, after bridge jacking to assigned address, takes out old bearing, removes its constraint to bridge;
S5: install translation driving mechanism, install shoes below bridge, removes jack, and installs counter force system at bridge pier place, old site;
S6: integral bridge synchronous translational, makes bridge pass through between new old site, slideway to move integrally to new address pier stud correspondence position to described translation driving mechanism applied thrust;
S7: integral bridge synchronously lands, removes described translation driving mechanism, installs new bearing, carries out integral bridge and synchronously lands, to complete the integral shift work of bridge.
2. the construction method of bridge translation according to claim 1, is characterized in that, in described step S1, described steel pipe top lays veneer, and its surrounding hangs safety net.
3. the construction method of bridge translation according to claim 1, is characterized in that, in described step S2, described Steel Space Truss is connected with old site pier stud by post-anchoring technology.
4. the construction method of bridge translation according to claim 1, is characterized in that, in described step S3, described jack is hydraulic jack, and each described jack is provided with hydraulic lock and the assembling steel cushion block of equal altitudes.
5. the construction method of bridge translation according to claim 1, it is characterized in that, in described step S3, be also included in bridge pier place, old site and Displacement monitor system is set, stress monitoring system is set in the middle part of bridge, and plan-position monitoring system is set on bridge surface.
6. the construction method of bridge translation according to claim 1, is characterized in that, in described step S5, described shoes is hydraulic suspension floating shoes, and between described shoes and new old site, the contact surface of slideway is provided with polyethylene tetrafluoro plate and corrosion resistant plate.
7. the construction method of bridge translation according to claim 1, is characterized in that, in described step S5, the installation process of counter force system is: on the pier stud of old site, arrange steel corbel, and described steel corbel is fixedly connected with old site pier stud by rear screw rod.
8. the construction method of bridge translation according to claim 1, is characterized in that, in described step S6, integral bridge synchronous translational process is controlled in real time by pushing tow control system, and described pushing tow control system adopts variable-frequency governor.
9. the construction method of bridge translation according to claim 1, is characterized in that, in described step S3 or S7, described jacking or descent adopt PLC hydraulic synchronization lifting control system to control.
10. the construction method of bridge translation according to claim 1, is characterized in that, also comprise step S8: remove slideway and job platform between new old site.
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| CN201510501403.9A CN105155418B (en) | 2015-08-16 | 2015-08-16 | A kind of construction method of bridge translation |
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Cited By (4)
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| CN105672143A (en) * | 2016-01-22 | 2016-06-15 | 广东辰誉电力设计咨询有限公司 | Construction method for updating pipeline bridge structure |
| CN107651590A (en) * | 2017-11-15 | 2018-02-02 | 天津开发区桑博技术服务有限公司 | A kind of ocean platform replacing torch heads construction method of installation |
| CN111676815A (en) * | 2020-05-28 | 2020-09-18 | 中铁十局集团青岛工程有限公司 | Positioning method and positioning system for steel truss girder in-place construction |
| CN112878203A (en) * | 2021-01-26 | 2021-06-01 | 江苏筑港建设集团有限公司 | Lifting beam operation method for synchronously jacking beam body |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111676815B (en) * | 2020-05-28 | 2021-11-23 | 山东潍莱高速铁路有限公司 | Positioning method and positioning system for steel truss girder in-place construction |
| CN112878203A (en) * | 2021-01-26 | 2021-06-01 | 江苏筑港建设集团有限公司 | Lifting beam operation method for synchronously jacking beam body |
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