CN112240007A - Temporary support tool for replacing bridge tension and compression support and replacement construction method thereof - Google Patents
Temporary support tool for replacing bridge tension and compression support and replacement construction method thereof Download PDFInfo
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- CN112240007A CN112240007A CN202011131019.1A CN202011131019A CN112240007A CN 112240007 A CN112240007 A CN 112240007A CN 202011131019 A CN202011131019 A CN 202011131019A CN 112240007 A CN112240007 A CN 112240007A
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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
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/04—Bearings; Hinges
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Abstract
A temporary support tool for replacing a bridge tension and compression support comprises an upper base plate assembly, an upper tool assembly, a middle tool assembly and a lower tool assembly; the upper base plate component comprises an upper base plate anchoring steel plate, an upper base plate connecting steel plate, an L-shaped upper base plate buckle plate and an upper base plate polytetrafluoroethylene plate, wherein the upper base plate anchoring steel plate, the upper base plate connecting steel plate, the L-shaped upper base plate buckle plate and the upper base plate polytetrafluoroethylene plate are arranged at the topmost end; the upper tool assembly comprises an upper tool polytetrafluoroethylene plate, an upper tool upper steel plate, an upper tool lower base plate, an upper tool transverse stiffening plate and an upper tool longitudinal stiffening plate, wherein the upper tool upper steel plate is positioned on the lower end face of the upper tool polytetrafluoroethylene plate; the middle tooling assembly comprises a middle tooling upper backing plate, a middle tooling longitudinal stiffening plate, a middle tooling transverse stiffening plate and a middle tooling lower backing plate; the lower tool assembly comprises a lower tool upper base plate, a lower tool transverse stiffening plate, a lower tool longitudinal stiffening plate and a lower tool lower base plate; the split-pressing support can be replaced in time under the conditions that traffic is not interrupted by the bridge floor and a bridge floor counterweight method is not needed, the split-pressing support with diseases is convenient and quick to install and detach, and the economy is good.
Description
Technical Field
The invention relates to a temporary support tool for a bridge, in particular to a temporary support tool for replacing a bridge tension-compression support and a replacement construction method thereof.
Background
The cable-stayed bridge is a cable system, has larger spanning capacity than a beam bridge, and is the most main bridge type of a large-span bridge. Generally, compared with a suspension bridge, a cable-stayed bridge with the span of 300-1400 meters has the cost reduced by about 30%. Therefore, the cable-stayed bridge is popular among bridge designers and builders of all countries in the world.
The cable-stayed bridge can be divided into a floating system, a semi-floating system, a tower-beam consolidation system and a rigid frame system according to the mutual combination mode of a tower, a beam and a pier. No matter which system of cable-stayed bridge is adopted, the cable-stayed bridge can not be separated from the bridge support. Bridge bearings are important components for connecting the upper and lower structures of a bridge. The device can reliably transfer the counter force and deformation (displacement and corner) of the upper bridge structure to the lower bridge structure, so that the actual stress condition of the structure conforms to the calculated theoretical diagram. In brief, the support is a device which is erected on the pier → the top surface of the platform and supports the superstructure of the bridge. The function is to fix the superstructure to the abutment, to bear the various forces acting on the superstructure and to transmit it reliably to the abutment; under the action of load, temperature, concrete shrinkage and creep, the support can adapt to the corner and displacement of the superstructure, so that the superstructure can be freely deformed without generating additional force.
In the engineering project construction process, the cable-stayed bridge mainly comprises a cable tower, a main beam and a stay cable, and is a structural system mainly formed by combining a pressure-bearing cable tower, a pulled stay cable and a bending-bearing main beam. The tension and compression support bears the constant load of part of the main beam and the live load of the vehicle, and the internal structure of the tension and compression support meets the requirements of the constant load of part of the main beam and the live load of the vehicle and the requirement of the pull-out force under the environment that the amplitude of the main beam changes constantly under the operation condition of the bridge. Although the types of the large-scale cable-stayed bridge tension and compression support saddle are various in the markets at home and abroad, the material performance and the product quality are not good. The tension and compression support in the bridge operation period causes extrusion and deformation of the internal structure of the tension and compression support in the aspects of long-term alternating load, main beam rotation deviation, material performance aging, abrasion and the like, and meanwhile, the tension and compression support is short of maintenance experience in the later maintenance and cannot be found and processed in time, so that the tension and compression support is damaged.
At present, the tension-compression support of the bridge in the industry is replaced mainly by a bridge deck ballast counterweight method. The tension-compression support is replaced by a bridge deck ballast counterweight method: firstly, the bridge floor interrupts traffic, which not only causes economic loss, but also causes great adverse social influence; secondly, a large amount of manpower, material resources and financial resources are input, and the maintenance cost is increased; thirdly, the counterweight ballast is added on the bridge floor, the time consumption is long, the work efficiency is low, the counterweight ballast changes the redistribution of the internal stress of the bridge to a certain degree, and the local inhaul cables and the main beams are easy to generate uneven changes.
Disclosure of Invention
The invention aims to solve the problems that in the prior art, the tension-compression support replacement of a bridge in the industry at present mainly adopts a bridge deck ballast counterweight method, and the method has the disadvantages that traffic is interrupted by the bridge deck, so that not only can economic loss be caused, but also great adverse social influence is caused; secondly, a large amount of manpower, material resources and financial resources are input, and the maintenance cost is increased; thirdly, the ballast of the counter weight is added on the bridge floor, the time consumption is long, the work efficiency is low, the counter weight ballast changes the redistribution of the internal stress of the bridge to a certain extent, and the problem that the local inhaul cable and the main beam are easy to change unevenly is solved.
The technical scheme adopted by the invention is as follows: the utility model provides a temporary support frock that is used for bridge to draw pressure bearing to change which characterized in that: the device comprises an upper base plate assembly, an upper tool assembly, a middle tool assembly, a lower tool assembly and a connecting bolt;
the upper backing plate assembly comprises an upper backing plate anchoring steel plate arranged at the topmost end, an upper backing plate connecting steel plate positioned on the lower end face of the upper backing plate anchoring steel plate, two L-shaped upper backing plate buckling plates and two upper backing plate polytetrafluoroethylene plates, wherein the two L-shaped upper backing plate buckling plates are symmetrically and fixedly arranged on two sides of the lower end face of the upper backing plate connecting steel plate;
the upper tool assembly comprises an upper tool polytetrafluoroethylene plate, an upper tool upper steel plate positioned on the lower end face of the upper tool polytetrafluoroethylene plate, an upper tool lower backing plate positioned below the upper tool upper steel plate, an upper tool transverse stiffening plate and an upper tool longitudinal stiffening plate, wherein the upper tool transverse stiffening plate is fixedly arranged between the upper tool upper steel plate and the upper tool lower backing plate, and the number of the upper tool longitudinal stiffening plates is two and is symmetrically and fixedly arranged on two sides of the upper tool transverse stiffening plate;
the middle tooling assembly comprises a middle tooling upper backing plate, a middle tooling longitudinal stiffening plate, a middle tooling transverse stiffening plate and a middle tooling lower backing plate, wherein the middle tooling transverse stiffening plate is fixedly arranged between the middle tooling upper backing plate and the middle tooling lower backing plate;
the lower tool assembly comprises a lower tool upper base plate, a lower tool transverse stiffening plate, a lower tool longitudinal stiffening plate and a lower tool lower base plate, wherein the lower tool transverse stiffening plate is fixedly arranged between the lower tool upper base plate and the lower tool lower base plate, and the number of the lower tool longitudinal stiffening plates is two and is symmetrically and fixedly arranged on two sides of the lower tool transverse stiffening plate;
the upper tool polytetrafluoroethylene plate and the upper tool steel plate are integrally embedded into stepped grooves formed by L-shaped upper base plate buckling plates on the left side and the right side; the upper tool lower backing plate is fixedly connected with the middle tool upper backing plate; the middle tool lower base plate and the lower tool upper base plate' are fixedly connected;
the upper backing plate anchoring steel plate and the upper backing plate connecting steel plate are integrally anchored with the beam bottom in a connecting bolt planting mode and are screwed with nuts on the connecting bolts; and the lower tool lower base plate is anchored with the top surface of the cover beam or the connecting beam in a planting connecting bolt mode.
Further, a lower tool upper oblique stiffening plate is respectively arranged between the two sides of the upper end of the lower tool longitudinal stiffening plate and the lower end face of the middle tool lower backing plate; and a lower tool lower part oblique stiffening plate is respectively arranged between the two sides of the lower end of the lower tool longitudinal stiffening plate and the upper end surface of the lower tool lower backing plate.
Furthermore, lubricating oil is coated on the surfaces of the upper tooling polytetrafluoroethylene plate and the upper backing plate polytetrafluoroethylene plate.
Further, the lubricating oil is silicone oil.
Further, the upper tool lower backing plate and the middle tool upper backing plate are fixedly connected through a connecting bolt.
Furthermore, the middle tool lower backing plate and the lower tool upper backing plate are fixedly connected through a connecting bolt.
Furthermore, the upper backing plate connecting steel plate is connected with the upper tooling buckle plate in a groove welding mode.
Furthermore, the number of the upper tool assembly and the middle tool assembly is not less than one.
The invention has the advantages and characteristics that: the construction method mainly comprises the steps of converting the upper structure (box girder) of the bridge to a temporary support through system conversion, replacing a permanent support with the temporary support, and performing second system conversion after the support is replaced to integrally transfer the upper structure of the bridge to the newly installed permanent support. Wherein the advantages of the temporary support: the support has the advantages of compression resistance, pulling resistance, easy sliding and transverse limiting function, and can meet the use function of a permanent support to a certain extent.
The method skillfully utilizes the temporary support to replace a permanent support to carry out secondary system conversion, and successfully realizes the replacement of the tension-compression support of the cable-stayed bridge under the condition of not interrupting traffic. The risk of traffic interruption in the construction process is well avoided, and meanwhile, the maintenance and maintenance cost is well reduced and the social influence is reduced.
Firstly, the method comprises the following steps: under the condition that traffic is not interrupted on the bridge floor, the harmful counter-tension and compression support can be replaced in time, so that the economic loss is reduced, and the adverse effect on the society is greatly reduced;
II, secondly: a temporary support tool is arranged near the original support to convert the original structural system in the same step, so that the maintenance cost is greatly saved;
thirdly, the method comprises the following steps: the method of balancing the weight of the bridge deck is not needed, so that the temporary support tool can meet the requirement of the tensile stress of the bridge and the requirement of the compressive stress of the bridge, the maintenance cost is greatly reduced, the working efficiency is improved, and meanwhile, the simultaneous step-by-step conversion under the original structural system can be completed more flexibly and conveniently.
Fourthly, the method comprises the following steps: the temporary support tool adopts sectional design and is fastened by adopting bolt connection, so that convenience and rapidness in mounting and dismounting between the tools can be ensured, the space requirement of field installation can be met, and the temporary support tool can be used for field construction more closely.
Fifthly: due to the arrangement of the polytetrafluoroethylene plate, when the temporary support tool is pulled or pressed, the original structure can well slide transversely or longitudinally; the system conversion purpose of the concrete structure cable-stayed bridge in the replacement process of the tension and compression support can be met by depending on the characteristics of small friction force, convenience in sliding and the like of the polyethylene tetrafluoro plate.
Drawings
FIG. 1: the overall structure of the preferred embodiment of the invention is schematically illustrated (the shape of each component in the figure is only schematic, and actually, various shapes can be provided);
FIG. 2: side view of the preferred embodiment of the present invention;
FIG. 3: the upper cushion plate structure diagram of the preferred embodiment of the invention;
FIG. 4: the upper tool structure diagram of the preferred embodiment of the invention;
FIG. 5: a middle tooling construction drawing of a preferred embodiment of the present invention;
FIG. 6: the lower tooling construction drawing of the preferred embodiment of the present invention;
FIG. 7: the connecting bolt structure of the preferred embodiment of the invention;
FIG. 8: the preferred embodiment of the invention is applied to the flow chart of the construction method for replacing the bridge tension and compression support;
the steel plate comprises 0-upper cushion plate anchoring steel plate, 1-upper cushion plate connecting steel plate, 2-upper tooling polytetrafluoroethylene plate, 3-upper tooling upper steel plate, 4-upper cushion plate buckle, 5-upper cushion plate polytetrafluoroethylene plate, 6-upper tooling longitudinal stiffening plate, 7-upper tooling lower cushion plate, 7 '-middle tooling upper cushion plate, 8-upper tooling transverse stiffening plate, 9-middle tooling longitudinal stiffening plate, 10-middle tooling transverse stiffening plate, 11-middle tooling lower cushion plate, 11' -lower tooling upper cushion plate, 12-lower tooling upper inclined stiffening plate, 13-lower tooling longitudinal stiffening plate, 14-lower tooling lower inclined stiffening plate, 15-lower tooling lower cushion plate, 16-connecting bolt and 17-lower tooling transverse stiffening plate.
Detailed Description
The invention is further illustrated with reference to the accompanying drawings:
a temporary support tool for replacing a bridge tension and compression support comprises an upper base plate 1, an assembly, an upper tool assembly, a middle tool assembly, a lower tool assembly and a connecting bolt;
the upper backing plate assembly comprises an upper backing plate anchoring steel plate 0 arranged at the topmost end, an upper backing plate connecting steel plate 1 positioned on the lower end face of the upper backing plate anchoring steel plate, two L-shaped upper backing plate buckling plates 4 and two upper backing plate polytetrafluoroethylene plates 5, wherein the two L-shaped upper backing plate buckling plates 4 are symmetrically and fixedly arranged on two sides of the lower end face of the upper backing plate connecting steel plate 1, and the two upper backing plate polytetrafluoroethylene plates 5 are provided with two plates which can be made of other materials, such as organic glass, alloys, graphite and the like and have small friction coefficients, and are symmetrically and fixedly arranged on the inner horizontal end face of each L-shaped upper backing plate buckling plate 4;
the upper tool assembly comprises an upper tool polytetrafluoroethylene plate 2, an upper tool upper steel plate 3 positioned on the lower end face of the upper tool polytetrafluoroethylene plate, an upper tool lower backing plate 7 positioned below the upper tool upper steel plate, an upper tool transverse stiffening plate 8 and an upper tool longitudinal stiffening plate 6, wherein the upper tool transverse stiffening plate 8 is fixedly arranged between the upper tool upper steel plate and the upper tool lower backing plate, and the number of the upper tool longitudinal stiffening plates 6 is two and is symmetrically and fixedly arranged on two sides of the upper tool transverse stiffening plate 8;
the middle tooling assembly comprises a middle tooling upper backing plate 7 ', a middle tooling longitudinal stiffening plate 9, a middle tooling transverse stiffening plate 10 and a middle tooling lower backing plate 11, wherein the middle tooling transverse stiffening plate 10 is fixedly arranged between the middle tooling upper backing plate 7' and the middle tooling lower backing plate 11, and two middle tooling longitudinal stiffening plates 9 are symmetrically and fixedly arranged at two sides of the middle tooling transverse stiffening plate 10;
the lower tooling assembly comprises a lower tooling upper base plate 11 ', a lower tooling transverse stiffening plate 17, a lower tooling longitudinal stiffening plate 13 and a lower tooling lower base plate 15, wherein the lower tooling transverse stiffening plate 17 is fixedly arranged between the lower tooling upper base plate 11' and the lower tooling lower base plate 15, and two lower tooling longitudinal stiffening plates 13 are symmetrically and fixedly arranged at two sides of the lower tooling transverse stiffening plate 17;
the upper tool polytetrafluoroethylene plate 2 and the upper tool upper steel plate 3 are integrally embedded into stepped grooves formed by L-shaped upper base plate pinch plates 4 on the left side and the right side; the upper tool lower backing plate 7 is fixedly connected with the middle tool upper backing plate 7'; the middle tool lower backing plate 11 and the lower tool upper backing plate 11' are fixedly connected;
the upper backing plate anchoring steel plate 0 and the upper backing plate connecting steel plate 1 are integrally anchored with the beam bottom in a connecting bolt planting mode (and nuts on the connecting bolts are screwed down); the lower tool lower backing plate 15 is anchored with the top surface of the bent cap or the connecting beam by planting the connecting bolt (and screwing the nut on the connecting bolt)
When the temporary support tool is subjected to upward tension, the connecting bolt planted in the lower tool needs to meet the requirement of drawing, and when the temporary support tool is subjected to downward pressure, the stiffening plate in the tool needs to meet the requirement of compressive stress.
The above mentioned fixing connection modes are various, and can be welding, riveting, bonding, locking connection, hinge connection, pin connection and other connection modes.
A lower tool upper oblique stiffening plate 12 is respectively arranged between the two sides of the upper end of the lower tool longitudinal stiffening plate 13 and the lower end face of the middle tool lower backing plate 11'; and a lower tool lower part oblique stiffening plate 14 is respectively arranged between the two sides of the lower end of the lower tool longitudinal stiffening plate 13 and the upper end surface of the lower tool lower backing plate 15.
The surfaces of the upper tooling polytetrafluoroethylene plate 2 and the upper backing plate polytetrafluoroethylene plate 5 are coated with lubricating oil, such as silicone grease and other lubricating oil.
And the upper tool lower backing plate 7 and the middle tool upper backing plate 7' are fixedly connected through a connecting bolt.
The middle tool lower backing plate 11 and the lower tool upper backing plate 11' are fixedly connected through a connecting bolt.
The upper backing plate connecting steel plate 1 is connected with the upper tooling buckle plate 4 in a groove welding mode.
In the actual work progress, according to the required high condition of reality, go up frock subassembly, well frock subassembly's quantity can be no less than one.
Construction method
The replacement construction method of the temporary support tool for replacing the bridge tension and compression support is characterized by comprising the following steps of: the method comprises the following steps:
the method comprises the following steps: mounting a ladder stand and a bracket platform below a beam body of the tension-compression support to be replaced;
step two: laying and installing jacking equipment; according to the bearing capacity design of the tension-compression support to be replaced, the number of required PLC synchronous jacking devices is determined, and the hydraulic jacking devices are symmetrically arranged around the replacement tension-compression support; each PLC synchronous jacking device comprises a plurality of jacks and a control device;
step three: testing the jack; the whole jacking process should keep synchronous error less than 0.5mm, and once the position error is greater than 0.5mm, the control system immediately closes the hydraulic control check valve. After each wheel is jacked, the displacement of each oil cylinder and the pressure condition of the jack are sorted and analyzed at any time, and if abnormal conditions exist, the abnormal conditions are processed in time; after the main beam is jacked for one stroke, measuring the elevation value of each elevation observation point to obtain the jacking height of each observation point, and calculating a synchronous error;
the jacking system adopts double control of displacement and jacking pressure as jacking control basis. Debugging each jack immediately after the installation is finished, and debugging the normal operation of each control system singly and uniformly before jacking so as to ensure the normal operation in the jacking process; after the jack is debugged, pressurizing and jacking, carefully checking whether a structure at the position where the jack is placed has a phenomenon different from that before jacking, if so, immediately and carefully checking the reason, then timely processing and then formally jacking (immediately organizing a communication conference after unloading, timely coordinating and processing the problems, and definitely determining that matters such as reemphasis, improvement and the like are not needed in process control of organization, information transmission, feedback and the like).
Step four: the installation of backing plate subassembly, last frock subassembly and lower frock subassembly on the temporary support frock:
(4.1) detecting the original structural steel bars and the prestressed bars, detecting the distribution of the steel bars in the anchoring area, and avoiding excessive waste holes caused by blind construction, wherein the waste holes are timely repaired by the original structural concrete or high-grade polymer concrete; the anchor bolt adopts M26 high strength anchor bolt, implants the original structural depth and is not less than 30cm, adopts special electric hammer drilling and coring machine according to the model of design anchor bolt. The drilling on the anchoring steel plate needs to be matched with the field original structure drilling and lofting result, and the depth of the drilling is controlled during drilling to prevent the original prestress from being damaged. Drilling the upper and lower anchoring steel plates, wherein after all the steel bar planting holes of the beam structure are drilled, the anchoring steel plates are drilled according to the site hole position arrangement;
(4.2) cleaning holes according to design requirements and then planting ribs; after the bar planting glue is injected into the hole, the anchor bolt which is cleaned by acetone and is fully dried is immediately and slowly inserted into the blind hole in a rotating mode in the clockwise direction until the specified depth is reached. When the anchor bars are planted, the anchor bars are strictly installed according to the required depth. Before the bar planting glue is solidified, the planted anchor bolt cannot be disturbed. After the bar planting glue is completely cured, a drawing test is carried out on the planted steel bars, and the test result must meet the requirements of design and specification;
and (4.3) finishing the components of the temporary support tool in a factory to meet the requirement of a secondary welding line, and performing on-site die-sleeve drilling on the upper anchor backing plate and the lower anchor backing plate according to on-site actual hole positions. After the temporary support steel cushion blocks are welded in a factory, the temporary support steel cushion blocks are integrally conveyed to a pier top and transferred to a construction area by matching a crane with a chain block for hole-aligning installation, a single temporary support is installed in three sections, and a lower tool assembly, an upper base plate assembly and an upper tool assembly are installed firstly during installation;
step five: formally jacking and simultaneously installing a middle tool assembly of the temporary support tool; the PLC is adopted for synchronous jacking, the jacking speed and the jacking height of each point are set through a central control computer in the jacking process, the beam body is synchronously and coordinately jacked, and the possibility of displacement of the bridge in the jacking process is reduced. Each jacking standard stroke of the jacking is not more than 2mm, and the jacking speed is set to be 2-4 mm/min;
in the jacking process, jacking is slowly and synchronously in stages in a grading way, and a specially-assigned person checks the condition of the steel plate on the support during the jacking process; after jacking to a preset height, installing a middle tool assembly of the temporary support tool;
in the jacking process, the jacking difference of the transverse bridges between the adjacent supports is strictly controlled within 0.1 mm. After each round of jacking is finished, the displacement of each oil cylinder and the pressure condition of the jack are sorted and analyzed at any time, and the jacking height is rechecked through a control point.
In the formal jacking process, the following procedures are required and recorded:
a, operation: loading and jacking according to a preset load;
b, observation: each observation point can reflect the observation situation in time;
c, measurement: each measuring point needs to make measurement work carefully to reflect the measurement data in time;
d, checking: the data are reported to a field leader group, and the difference between the actually measured data and the theoretical data is compared;
e, analysis: if there is data deviation, all the relevant parties should be carefully analyzed and timely adjusted;
f, decision making: and recognizing the current working state and deciding the next operation.
Step six: first system conversion and old support dismantling;
after the temporary support tool is installed, system conversion is carried out: adjusting the lifting height of the upper structure of the bridge through a PLC synchronous jacking device, and removing the old support with the original disease after the temporary support tool is completely stressed; chiseling an original support base stone, cutting off reinforcing steel bars at the upper part of the base stone, and reserving an upper steel plate embedded bolt as a connecting bolt of a new support; after the stone concrete is chiseled off, the lower steel plate anchor bolt is cut off, and after the upper steel plate bolt is loosened, the old support with the original disease is integrally taken out, so that the first system conversion of the new support and the old support is completed;
step seven: installing a new support;
and (5) hanging the new support to the pier top, and transporting the new support to the beam bottom by using a chain block. The new support lower seat plate is fixedly connected through bolts, the new support base stone reinforcing steel bars are welded through door-type ribs, the new support base stone reinforcing steel bars are moved into position through a horizontal trolley, and after the new support base stone reinforcing steel bars are sleeved with pre-embedded screws on the upper portion of an original support base, nuts are screwed up for fixation; and simultaneously checking whether the mounting part of the new support is horizontal or not, and rechecking whether the center line and the diagonal line of the new support are in accordance with the design requirements or not.
Step eight: erecting a mould and pouring grouting material;
pouring the rock-bedding concrete chiseling part in the step five by adopting a self-leveling support special grouting material (C60 high-strength grouting material), wherein the allowable deviation of the top surface elevation of the support rock-bedding is not more than +/-2 mm, the height difference of four corners of the top surface is not more than 1mm, and the deviation of the axis is not more than 5 mm; when pouring, a new support must be ensured to be in close contact with the upper and lower structures, and the phenomenon of void cannot occur; after pouring is finished, performing later maintenance work;
step nine: beam falling;
after the strength of the newly poured grouting material reaches 100% of a design value, adjusting the pre-deviation amount of the support, using a PLC synchronous jacking device to gradually release pressure in a grading and slow manner, transferring the weight of the beam body from the temporary support to the newly installed support, and gradually completing the second system conversion; in the pressure relief process, observing the stress state of the support, the contact surface close contact condition and the displacement condition of a new support after the support is placed; and (4) after all the monitoring data and the on-site new support operate normally, removing the PLC synchronous jacking equipment and cleaning the on-site work.
The following projects need to be monitored synchronously in the construction process:
(1) monitoring the stress of the midspan;
(2) bridge deck elevation;
(3) supporting reaction force of the temporary support;
(4) 5 stay cable forces closest to the support.
The monitoring frequency is carried out according to the actual situation on site, but is not less than once per week.
The construction method is particularly suitable for:
1. the upper structure of the bridge continuously stretches along the longitudinal axis of the bridge and has larger stretching amplitude due to the influence of live load or temperature load;
2. when the tension and compression support is obviously tensioned and the bridge deck has no space for arranging counterweight load;
3. the traffic flow of the cable-stayed bridge is large, and the traffic control or restriction cannot be carried out;
4. the construction method can be referred to for part of steel box girder cable-stayed bridges and part of rigid frame bridges.
The scheme is that a construction technology for replacing the tension and compression support of the cable-stayed bridge without interrupting traffic is developed on the basis of years of engineering practice, and a construction method for replacing the tension and compression support of the cable-stayed bridge without interrupting traffic is summarized on the basis, and the construction method is successfully popularized and applied in replacement of the tension and compression support of the Yangtze river bridge on the Jingzhou highway.
The foregoing shows and describes the general principles and features of the present invention, together with the advantages thereof. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only for the purpose of illustrating the structural relationship and principles of the present invention, but that various changes and modifications may be made without departing from the spirit and scope of the invention as defined in the appended claims. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. The utility model provides a temporary support frock that is used for bridge to draw pressure bearing to change which characterized in that: the device comprises an upper base plate assembly, an upper tool assembly, a middle tool assembly, a lower tool assembly and a connecting bolt;
the upper padding plate assembly comprises an upper padding plate anchoring steel plate (0) arranged at the topmost end, an upper padding plate connecting steel plate (1) positioned on the lower end face of the upper padding plate anchoring steel plate, L-shaped upper padding plate buckling plates (4) and upper padding plate polytetrafluoroethylene plates (5), wherein the two L-shaped upper padding plate buckling plates (4) are symmetrically and fixedly arranged on two sides of the lower end face of the upper padding plate connecting steel plate (1), and the two upper padding plate polytetrafluoroethylene plates (5) are symmetrically and fixedly arranged on the inner side horizontal end face of each L-shaped upper padding plate buckling plate (4) (can be made of other materials such as organic glass, alloys and graphite and are small in friction coefficient);
the upper tool assembly comprises an upper tool polytetrafluoroethylene plate (2), an upper tool upper steel plate (3) positioned on the lower end face of the upper tool polytetrafluoroethylene plate, an upper tool lower backing plate (7) positioned below the upper tool upper steel plate, an upper tool transverse stiffening plate (8) and an upper tool longitudinal stiffening plate (6), wherein the upper tool transverse stiffening plate (8) is fixedly arranged between the upper tool upper steel plate and the upper tool lower backing plate, and the number of the upper tool longitudinal stiffening plates (6) is two and is symmetrically and fixedly arranged on two sides of the upper tool transverse stiffening plate (8);
the middle tooling assembly comprises a middle tooling upper base plate (7 '), two middle tooling longitudinal stiffening plates (9), two middle tooling transverse stiffening plates (10) and two middle tooling lower base plates (11), wherein the middle tooling transverse stiffening plates (10) are fixedly arranged between the middle tooling upper base plate (7') and the middle tooling lower base plates (11), and are symmetrically and fixedly arranged on two sides of the middle tooling transverse stiffening plates (10);
the lower tool assembly comprises a lower tool upper base plate (11 '), a lower tool transverse stiffening plate (17), a lower tool longitudinal stiffening plate (13) and a lower tool lower base plate (15), the lower tool transverse stiffening plate (17) is fixedly arranged between the lower tool upper base plate (11') and the lower tool lower base plate (15), and two lower tool longitudinal stiffening plates (13) are symmetrically and fixedly arranged on two sides of the lower tool transverse stiffening plate (17);
the upper tooling polytetrafluoroethylene plate (2) and the upper tooling steel plate (3) are integrally embedded into stepped grooves formed by L-shaped upper base plate pinch plates (4) on the left side and the right side; the upper tool lower base plate (7) and the middle tool upper base plate (7') are fixedly connected; the middle tool lower backing plate (11) is fixedly connected with the lower tool upper backing plate (11');
the upper base plate anchoring steel plate (0) and the upper base plate connecting steel plate (1) are integrally anchored with the beam bottom in a connecting bolt planting mode (and nuts on the connecting bolts are screwed down); when the lower tool lower base plate (15) is anchored with the top surface of the cover beam or the connecting beam (and nuts on the connecting bolts are screwed) in a connecting bolt planting mode, the connecting bolts planted by the lower tool need to meet the requirement of drawing when the temporary support tool is subjected to upward tension, and when the temporary support tool is subjected to downward pressure, the stiffening plate in the tool needs to meet the requirement of compressive stress. The above mentioned fixing connection modes are various, and can be welding, riveting, bonding, locking connection, hinge connection, pin connection and other connection modes.
2. The temporary support tool for replacing the bridge tension and compression support according to claim 1, wherein the temporary support tool comprises: a lower tool upper oblique stiffening plate (12) is respectively arranged between the two sides of the upper end of the lower tool longitudinal stiffening plate (13) and the lower end face of the middle tool lower backing plate (11'); and a lower tool lower part oblique stiffening plate (14) is respectively arranged between the two sides of the lower end of the lower tool longitudinal stiffening plate (13) and the upper end surface of the lower tool lower backing plate (15).
3. The temporary support tool for replacing the bridge tension and compression support according to claim 1, wherein the temporary support tool comprises: and lubricating oil is coated on the surfaces of the upper tooling polytetrafluoroethylene plate (2) and the upper backing plate polytetrafluoroethylene plate (5).
4. The temporary support tool for replacing the bridge tension and compression support according to claim 3, wherein the temporary support tool comprises: the lubricating oil is silicone oil.
5. The temporary support tool for replacing the bridge tension and compression support according to claim 1, wherein the temporary support tool comprises: the upper tool lower backing plate (7) and the middle tool upper backing plate (7') are fixedly connected through connecting bolts.
6. The temporary support tool for replacing the bridge tension and compression support according to claim 1, wherein the temporary support tool comprises: the middle tool lower backing plate (11) and the lower tool upper backing plate (11') are fixedly connected through a connecting bolt.
7. The temporary support tool for replacing the bridge tension and compression support according to claim 1, wherein the temporary support tool comprises: the upper backing plate connecting steel plate (1) is connected with the upper tooling buckle plate (4) in a groove welding mode.
8. The temporary support tool for replacing the bridge tension and compression support according to claim 1, wherein the temporary support tool comprises: the number of the upper tool assembly and the middle tool assembly is not less than one.
9. The replacement construction method of the temporary support tool for replacing the bridge tension and compression support according to claim 1, wherein the replacement construction method comprises the following steps: the method comprises the following steps:
the first system conversion, the support replacement and the second system conversion; lifting the whole upper structure of the bridge by 3-5mm by using a PLC synchronous jacking system until the temporary support bears the force; and (3) dismantling the temporary support after the temporary support normally operates, chiseling the pad stone to replace the support, carrying out system conversion for the second time after the support is replaced, and falling the box girder on the temporary support onto the permanent support by using the PLC synchronous jacking system. The temporary support is dismantled, the tension and compression support is replaced,
the method comprises the following steps: mounting a ladder stand and a bracket platform below a beam body of the tension-compression support to be replaced;
step two: laying and installing jacking equipment; according to the bearing capacity design of the tension-compression support to be replaced, the number of required PLC synchronous jacking devices is determined, and the hydraulic jacking devices are symmetrically arranged around the replacement tension-compression support; each PLC synchronous jacking device comprises a plurality of jacks and a control device;
step three: testing the jack; the whole jacking process should keep synchronous error less than 0.5mm, and once the position error is greater than 0.5mm, the control system immediately closes the hydraulic control check valve. After each wheel is jacked, the displacement of each oil cylinder and the pressure condition of the jack are sorted and analyzed at any time, and if abnormal conditions exist, the abnormal conditions are processed in time; after the main beam is jacked for one stroke, measuring the elevation value of each elevation observation point to obtain the jacking height of each observation point, and calculating a synchronous error;
the jacking system adopts double control of displacement and jacking pressure as jacking control basis. Debugging each jack immediately after the installation is finished, and debugging the normal operation of each control system singly and uniformly before jacking so as to ensure the normal operation in the jacking process; after the jack is debugged, pressurizing and jacking, carefully checking whether a structure at the position where the jack is placed has a phenomenon different from that before jacking, if so, immediately and carefully checking the reason, then timely processing and then formally jacking (immediately organizing a communication conference after unloading, timely coordinating and processing the problems, and definitely determining that matters such as reemphasis, improvement and the like are not needed in process control of organization, information transmission, feedback and the like).
Step four: the installation of backing plate subassembly, last frock subassembly and lower frock subassembly on the temporary support frock:
(4.1) detecting the original structural steel bars and the prestressed bars, detecting the distribution of the steel bars in the anchoring area, and avoiding excessive waste holes caused by blind construction, wherein the waste holes are timely repaired by the original structural concrete or high-grade polymer concrete; the anchor bolt adopts M26 high strength anchor bolt, implants the original structural depth and is not less than 30cm, adopts special electric hammer drilling and coring machine according to the model of design anchor bolt. The drilling on the anchoring steel plate needs to be matched with the field original structure drilling and lofting result, and the depth of the drilling is controlled during drilling to prevent the original prestress from being damaged. Drilling the upper and lower anchoring steel plates, wherein after all the steel bar planting holes of the beam structure are drilled, the anchoring steel plates are drilled according to the site hole position arrangement;
(4.2) cleaning holes according to design requirements and then planting ribs; after the bar planting glue is injected into the hole, the anchor bolt which is cleaned by acetone and is fully dried is immediately and slowly inserted into the blind hole in a rotating mode in the clockwise direction until the specified depth is reached. When the anchor bars are planted, the anchor bars are strictly installed according to the required depth. Before the bar planting glue is solidified, the planted anchor bolt cannot be disturbed. After the bar planting glue is completely cured, a drawing test is carried out on the planted steel bars, and the test result must meet the requirements of design and specification;
and (4.3) finishing the components of the temporary support tool in a factory to meet the requirement of a secondary welding line, and performing on-site die-sleeve drilling on the upper anchor backing plate and the lower anchor backing plate according to on-site actual hole positions. After the temporary support steel cushion blocks are welded in a factory, the temporary support steel cushion blocks are integrally conveyed to a pier top and transferred to a construction area by matching a crane with a chain block for hole-aligning installation, a single temporary support is installed in three sections, and a lower tool assembly, an upper base plate assembly and an upper tool assembly are installed firstly during installation;
step five: formally jacking and simultaneously installing a middle tool assembly of the temporary support tool; the PLC is adopted for synchronous jacking, the jacking speed and the jacking height of each point are set through a central control computer in the jacking process, the beam body is synchronously and coordinately jacked, and the possibility of displacement of the bridge in the jacking process is reduced. Each jacking standard stroke of the jacking is not more than 2mm, and the jacking speed is set to be 2-4 mm/min;
in the jacking process, jacking is slowly and synchronously in stages in a grading way, and a specially-assigned person checks the condition of the steel plate on the support during the jacking process; after jacking to a preset height, installing a middle tool assembly of the temporary support tool;
in the jacking process, the jacking difference of the transverse bridges between the adjacent supports is strictly controlled within 0.1 mm. After each round of jacking is finished, the displacement of each oil cylinder and the pressure condition of the jack are sorted and analyzed at any time, and the jacking height is rechecked through a control point.
And (3) formally jacking, wherein the following procedures are required to be carried out and recorded:
a, operation: loading and jacking according to a preset load;
b, observation: each observation point can reflect the observation situation in time;
c, measurement: each measuring point needs to make measurement work carefully to reflect the measurement data in time;
d, checking: the data are reported to a field leader group, and the difference between the actually measured data and the theoretical data is compared;
e, analysis: if there is data deviation, all the relevant parties should be carefully analyzed and timely adjusted;
f, decision making: and recognizing the current working state and deciding the next operation.
Step six: first system conversion and old support dismantling;
after the temporary support tool is installed, system conversion is carried out: adjusting the lifting height of the upper structure of the bridge through a PLC synchronous jacking device, and removing the old support with the original disease after the temporary support tool is completely stressed; chiseling an original support base stone, cutting off reinforcing steel bars at the upper part of the base stone, and reserving an upper steel plate embedded bolt as a connecting bolt of a new support; after the stone concrete is chiseled off, the lower steel plate anchor bolt is cut off, and after the upper steel plate bolt is loosened, the old support with the original disease is integrally taken out, so that the first system conversion of the new support and the old support is completed;
step seven: installing a new support;
and (5) hanging the new support to the pier top, and transporting the new support to the beam bottom by using a chain block. The new support lower seat plate is fixedly connected through bolts, the new support base stone reinforcing steel bars are welded through door-type ribs, the new support base stone reinforcing steel bars are moved into position through a horizontal trolley, and after the new support base stone reinforcing steel bars are sleeved with pre-embedded screws on the upper portion of an original support base, nuts are screwed up for fixation; and simultaneously checking whether the mounting part of the new support is horizontal or not, and rechecking whether the center line and the diagonal line of the new support are in accordance with the design requirements or not.
Step eight: erecting a mould and pouring grouting material;
the concrete chiseling part of the stone pad in the step five is made of a special grouting material for the self-leveling support and is poured again, the allowable deviation of the elevation of the top surface of the stone pad of the support is not more than +/-2 mm, the height difference of four corners of the top surface is not more than 1mm, and the deviation of the axis is not more than 5 mm; when pouring, a new support must be ensured to be in close contact with the upper and lower structures, and the phenomenon of void cannot occur; after pouring is finished, performing later maintenance work;
step nine: beam falling;
after the strength of the newly poured grouting material reaches 100% of a design value, adjusting the pre-deviation amount of the support, using a PLC synchronous jacking device to gradually release pressure in a grading and slow manner, transferring the weight of the beam body from the temporary support to the newly installed support, and gradually completing the second system conversion; in the pressure relief process, observing the stress state of the support, the contact surface close contact condition and the displacement condition of a new support after the support is placed; and (4) after all the monitoring data and the on-site new support operate normally, removing the PLC synchronous jacking equipment and cleaning the on-site work.
10. The replacement construction method of the temporary support tool for replacing the bridge tension and compression support according to claim 9, wherein the replacement construction method comprises the following steps: the following projects need to be monitored synchronously in the construction process:
(1) monitoring the stress of the midspan;
(2) bridge deck elevation;
(3) supporting reaction force of the temporary support;
(4) 5 stay cable forces closest to the support.
The monitoring frequency is carried out according to the actual situation on site, but is not less than once per week.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011131019.1A CN112240007A (en) | 2020-10-21 | 2020-10-21 | Temporary support tool for replacing bridge tension and compression support and replacement construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2023056721A1 (en) * | 2022-01-25 | 2023-04-13 | 中铁九局集团第三建设有限公司 | Construction method for repairing over-limit rotation angle fault of high-speed railway bridge bearing |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| WO2023056721A1 (en) * | 2022-01-25 | 2023-04-13 | 中铁九局集团第三建设有限公司 | Construction method for repairing over-limit rotation angle fault of high-speed railway bridge bearing |
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