CN104153303A - Method for replacing self-balancing backpressure type bridge single-support - Google Patents
Method for replacing self-balancing backpressure type bridge single-support Download PDFInfo
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- CN104153303A CN104153303A CN201410431651.6A CN201410431651A CN104153303A CN 104153303 A CN104153303 A CN 104153303A CN 201410431651 A CN201410431651 A CN 201410431651A CN 104153303 A CN104153303 A CN 104153303A
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Abstract
The invention relates to a method for replacing a self-balancing backpressure type bridge single-support. The method mainly comprises the construction steps of leveling, installation and updating of the support, installation of a monitoring device, application of pre-pressure, locking of a jacking supporting device, pouring of a support cushion stone and the like. By means of the method, a new support can not become empty or shift under the effect of a live load in a later period after bearing dead-load pre-pressure, and it is guaranteed that a beam body at the support can not be subjected to forced displacement at the same time, so that generation of additional internal force between a cross bridge and the beam body is avoided, and sufficient emergency capacity is reserved; in the whole construction process of support replacement, operation is easy and convenient, and almost no influence is imposed on structural safety of the bridge; the construction process of single-support replacement is simplified to the maximum extent, construction cost is saved, and extremely high economic benefits are obtained.
Description
[technical field]
The invention belongs to Short/Medium Span Bridge maintenance technical field of construction.More specifically, the present invention relates to a kind of self-balancing back pressure type bridge single support replacing method.
[background technology]
Bearing is the tie point of bridge upper and lower part structure; its effect is that bridge superstructure load is passed to Bridge Pier pleasantly, safely; guarantee the Free Transform of superstructure under the factor effects such as load, variations in temperature and concrete shrinkage and creep simultaneously, and protect beam body, pier injury-free.
Bridge Daily Round Check, make regular check on and special examined process in find, bearing damage is very general.Wherein the laminated rubber bearing disease of Short/Medium Span Bridge seems particularly outstanding, is embodied in that bearing comes to nothing, partial pressing, shear strain is excessive, bearing is aging, wedge cracking at the bottom of bearing pad stone and beam, damaged etc.
Along with the passing of bridge operating time, once above-mentioned disease appears in bearing, its function of transmitting superstructure load and complying with beam body deformability will decay gradually and even lose, and this will directly affect the stressed safety of bridge construction.Therefore, should in the situation that not affecting bridge structure safe, take reasonable effective measures to change in time to recover its original function to disease bearing, guarantee bridge operation security.Bridge jacking replacing bearing technology is arisen at the historic moment thus.
Along with the development that highway in China is built, bridge jacking technology has started generally to adopt in newly building bridge construction and old bridge maintaining transformation.Bridge jacking is to need the position of jacking that jack is set at bridge, the shifting function that utilizes jack and synchronization of jacking up control appliance that bridge construction is raised or reduced, after jacking is in place, lay temporary supporting and guarantee that it is stable, then pier, bearing or girder are carried out to rebuilding construction, more renew bearing, finally beam body is returned to original absolute altitude place.Under normal conditions, the construction of bridge jacking replacing bearing must be carried out according to following step:
(1) set up the preparations of construction such as bridge jacking support platform;
(2) lay jack and temporary supporting part;
(3) installation of monitoring equipment;
(4) examination jacking (problem feedback and processing);
(5) formal synchronization of jacking up;
(6) repeatedly, classification synchronization of jacking up is to precalculated position;
(7) height of adjusting temporary supporting makes at the bottom of itself and beam closely connected;
(8) beam body is supported on jack and temporary supporting;
(9) transformation pinner, wedge, replacing bearing;
(10) jacking again, takes out temporary supporting, repeatedly, the classification beam that synchronously falls, beam body is returned to original absolute altitude;
(11) site clearing, finishes synchronization of jacking up and changes bearing construction.
Because bridge construction is various informative, complexity, the construction method of bearing replacement are also not quite similar, and the selection of its jack-up construction method is mainly limited by the restriction of jacking region construction operation space at the bottom of beam.According to the actual state of operating space at the bottom of beam, can select to be flexibly appropriate to the jacking support platform (settling the platform of jack and temporary supporting) of this bridge.For now, domestic conventional Bridge Support Replacement support platform comprises that direct lift-up method, sleeper are abound with cribbing method, saddle type Support Method, steel shoulder pole girder method, steel hoop method etc.Said method mainly contains feature as described below:
1, direct lift-up method: take Bridge Pier top as jacking bearing surface, match suitable jack and temporary supporting and directly implement the jacking of beam body and bearing replacement.That this method is applicable to must to possess at the bottom of beam is enough, exercisable jacking space and plan-position, and all kinds of bridge types all can adopt.Directly the advantage of lift-up method is simple to operate, economical and practical; Shortcoming is to be had relatively high expectations in jack-up construction operating space.
2, sleeper is abound with cribbing method: the operating principle of this method is that pier both sides ground is processed, and then sets up support thereon to bridge jacking region, finally on support, settles the equipment such as jack and temporary supporting with jack up girder.Support is mainly comprised of parts such as framed bent, longerons, and its longeron is compressed member.It is higher that this method is applicable under bridge foundation strength, can bear bridge superstructure load and distortion is less after suitably processing; In addition, be specially adapted to shallow river dry season, the bridge of under-clearance height little (3～4m).The advantage that sleeper is abound with cribbing method is that spanning equipment is fairly simple, and construction method is simple, easy to operate; Shortcoming is that support foundation strength is had relatively high expectations, and does not allow to occur larger distortion, is not suitable for the too high occasion of bridge pier, and for guaranteeing the safety of jacking process, the rigidity of support, stability, requirement for bearing capacity are all higher, economical not from cost control angle.To hole across under have deep water, the occasion that ground is too soft can not adopt the method conventionally.
3, saddle type Support Method: the method is directly set up support on bent cap, does support design saddle type support with bent cap self, places jack jack up girder.The advantage of saddle type Support Method is easy construction, is not subject to the restriction of the depth of water and bridge height under riverbed geology, bridge, and concentrate job site simultaneously, is convenient to management, shortens and suspends traffic the time, profitable; Shortcoming is to carry out eccentric compression, flexural strength checking computations to bent cap; Must be on pier pre-buried reliable anchor measure; The jack positioning precision of girder both sides is high, generally need be arranged symmetrically with and jacking process in to strictly control girder elevation.
4, steel shoulder pole girder method: the Support Position of steel shoulder pole girder method on bridge floor, supporting surface be lifting beam adjacent across beam body.According to similar regulations and parameters principle, utilize girder steel and steel band at the application point of adjacent bridge floor, take steel shoulder pole girder as departing from body, adopt jack jack up girder.The advantage of steel shoulder pole girder method is easy construction, without main equipment, place under bridge is required low, is applicable to multiple bridge type, and whole beam process is all carried out on bridge, does not affect navigation under bridge, requirement is open to traffic; Without support, to reduce expenses, the duration is short; Shortcoming is that design is complicated, need carry out dedicated calculation; Requirement large-tonnage jack, the situation larger to bridge floor local pressure need to check; Larger on bridge deck traffic impact; Bridge pier is subject to compared with large eccentricity load, need carry out bias checking computations.
5, steel hoop method: in pier column side, steel hoop is set, steel hoop end face as counter-force support platform, is placed jack and temporary supporting at its end face together with pier column end face (deduction bearing pad stone region).The advantage of steel hoop method is that only column top is transformed to provide and placed jack and the required region of temporary supporting; Shortcoming is that the support reaction that jack jack up girder produces transmits by the frictional force between steel hoop and column side, and when support reaction is larger, the method security risk is higher.
In sum, the scope of application of above-mentioned the whole bag of tricks is totally different, and technical requirements differs, and has pluses and minuses separately, but in principle, all belongs to the technology category of synchronization of jacking up.Bridge Pier synchronization of jacking up is changed bearing and is referred in changing bearing process, adopts all beam bodies in jack direction across bridge synchronization of jacking up Bridge Pier, i.e. the necessary synchronization of jacking up of each fulcrum jacking on same pier, and then carry out the follow-up constructing operation such as bearing replacement.The key point of the method is the synchronism of each fulcrum in jacking process on same pier.
For cast-in-situ box girder, or many beam bridges (direction across bridge has multi-disc beam body) same pier (platform) section is while having bearing in enormous quantities to change, and synchronization of jacking up method has unrivaled advantage, is relatively ripe technology.
Yet, in bridge routine servicing, find the situation that many beam bridges (direction across bridge has multi-disc beam body) often there will be same pier (platform) section only to have a small amount of bearing to have serious plant disease and must change.In order to ensure the stressed safety of bridge construction, habitual thinking is to adopt direction across bridge synchronization of jacking up method at present, is about to occur that there is the synchronous jack-up of beam body direction across bridge coming in pier (platform) place of bearing damage, and then changes bearing.In such cases, because the upper indivedual bearings of same pier (platform) need to change, need the upper synchronous jack-up of all beam bodies of this pier (platform), cause jacking engineering quantity larger.The method of this kind of replacing bearing, although bearing replacement negligible amounts, because jacking workload is large, construction cost is difficult to reduce.Therefore, proprietor is often absorbed in a small amount of disease bearing and " changes and do not change " dilemma that is difficult to choice.Trace it to its cause, for many beam bridges (same pier direction across bridge has multi-disc beam body), adopt habitual synchronization of jacking up technology at present to change that the construction cost of a small amount of bearing is high, the construction period is long, Evaluating traffic impact area is wide, these shortcomings that synchronization of jacking up cannot be evaded just.
Therefore, guaranteeing that bridge construction is stressed safe and do not affect under the prerequisite of the normal operation of traffic, for many beam bridges (same pier direction across bridge has multi-disc beam body), there is the situation that same pier (platform) section only has a small amount of bearing to change, propose a kind of safe, bearing replacement technology becomes the key issue of needing at present solution badly cheaply.
The inventor, summing up on the basis of existing beam body jacking bearing replacement technology, has researched and solved these technological deficiencies by lot of experiments, has proposed a kind of self-balancing back pressure type bridge single support replacing method.
[summary of the invention]
[technical problem that will solve]
The object of the invention is to provide a kind of self-balancing back pressure type bridge single support replacing method.
[technical scheme]
The present invention is achieved through the following technical solutions.
The present invention relates to a kind of self-balancing back pressure type bridge single support replacing method.
The step of this replacing method is as follows:
A, leveling are processed
When existing bridge pad comes to nothing completely or lacks, cleaning beam at the bottom of to the space between pier end face, with epoxy construction glue material to fulcrum place beam at the bottom of and pier end face carry out leveling processing; At the bottom of beam, leveling piece correspondence position arranges cross middle line;
Bearing is upgraded in B, installation
At pier end face, intend to change support position place and a kind of jacking bracing or strutting arrangement is installed and is carried out leveling, at the end face of described jacking bracing or strutting arrangement, install and intend more renewing bearing, and entirely on the center with leveling wedge bottom surface cross middle line at the bottom of default beam;
C, installation watch-dog
Displacement watch-dog is installed, the bottom elevation in bearing replacement process is monitored;
D, apply precompression
Described jacking bracing or strutting arrangement is applied to the precompression of <10kN, observe and confirm that described plan more renews leveling wedge bottom surface close contact at the bottom of bearing and beam, then continues the application of force to jacking bracing or strutting arrangement; The counter-pressure applying according to jacking bracing or strutting arrangement, bearing decrement and bottom elevation index are controlled the back-pressure work progress of intending more renewing bearing, to reach the object in balance fulcrum place beam body dead load;
E, locking jacking bracing or strutting arrangement
When jacking bracing or strutting arrangement counter-pressure is close in described balance fulcrum place beam body dead load, and change bearing decrement in allowed band time, by described jacking bracing or strutting arrangement locking;
F, build bearing pad stone
At jacking bracing or strutting arrangement periphery, steel hoop net is set, formwork erection is built bearing pad stone and is built material, and maintenance is until reach design strength, and then form removal, completes single bearing replacement.
A preferred embodiment of the invention, in steps A, comes to nothing in existing bridge pad part or when partial pressing or existing bridge pad serious aging, temporary supporting part is set near girder fulcrum, and applies a pretightning force; Confirm after temporary supporting part safety and stability, then adopt artificial or mechanical system to cut the pinner of bearing to be replaced, described bearing is come to nothing; Take out bearing to be replaced, girder fulcrum place counter-force is all transferred on described temporary supporting part; Cleaning beam at the bottom of to the space between pier end face, with epoxy construction glue material to fulcrum place beam at the bottom of and pier end face carry out leveling processing; At the bottom of beam, leveling piece correspondence position arranges cross middle line.
According to another kind of preferred embodiment of the present invention, while having bearing pad stone below former bearing, first cut described bearing pad stone, carry out leveling processing with pier end face at the bottom of then adopting epoxy construction glue material to fulcrum place beam.
According to another kind of preferred embodiment of the present invention, described epoxy construction glue material is epoxy structural rubber and the early strong Expansive Cement base grouting material of Self-leveling that meets national regulation and industry standard requirement.
According to another kind of preferred embodiment of the present invention, described jacking bracing or strutting arrangement is selected from mechanical type, fluid pressure type or combined type top ascending branch support arrangement.
According to another kind of preferred embodiment of the present invention, described mechanical type jacking bracing or strutting arrangement is bikini jacking bracing or strutting arrangement or four-point jacking bracing or strutting arrangement.
According to another kind of preferred embodiment of the present invention, described bikini jacking support device structure is as follows:
Jacking bracing or strutting arrangement top is a rectangular steel plates that has the thick 1～2cm of three screws, steel plate below is arranged symmetrically with three screw rods and supports, these three screw rods support and link with steel plate by three screws on steel plate, new bearing to be replaced is placed to steel plate end face, by adjusting screw(rod) bearing height, make bearing to be replaced reach the decrement (the bearing decrement that fulcrum dead load counter-force is corresponding) of expection.
According to another kind of preferred embodiment of the present invention, described four-point jacking support device structure is as follows:
Jacking bracing or strutting arrangement top is a rectangular steel plates that has the thick 1～2cm of four screws, steel plate below is arranged symmetrically with four screw rods and supports, these four screw rods support and link with steel plate by four screws on steel plate, new bearing to be replaced is placed to steel plate end face, by adjusting screw(rod) bearing height, make bearing to be replaced reach the decrement (the bearing decrement that fulcrum dead load counter-force is corresponding) of expection.
According to another kind of preferred embodiment of the present invention, the structure of described fluid pressure type jacking bracing or strutting arrangement is as follows:
Select hydraulic jack as lift-up device, the steel plate of a thickness 1～2cm is set at its top, new bearing to be replaced is placed to steel plate end face, by regulating hydraulic jack height, make bearing to be replaced reach the decrement (the bearing decrement that fulcrum dead load counter-force is corresponding) of expection.
According to another kind of preferred embodiment of the present invention, the structure of described combined type top ascending branch support arrangement is as follows:
In center that intend to change bearing, described four-point jacking bracing or strutting arrangement is installed, the hydraulic jack with oil pressure lock function is placed under four-point jacking bracing or strutting arrangement; New bearing to be replaced is placed on to the upper surface of four-point jacking bracing or strutting arrangement top steel plate, by the jacking of hydraulic jack, drive four-point jacking support with and top support move up, make to fit tightly at the bottom of bearing to be replaced and beam; Bearing back-pressure is to after predetermined decrement, four screw rods of four-point jacking bracing or strutting arrangement tightened and locked, makes to fit tightly at the bottom of bearing to be replaced and beam; Bearing back-pressure is to after predetermined decrement, four screw rods of four-point jacking bracing or strutting arrangement tightened and locked, makes bearing to be replaced reach the decrement (the bearing decrement that fulcrum dead load counter-force is corresponding) of expection; Treat that four-point lift-up device is stable, and bearing decrement and beam displacement body be without after abnormal, by hydraulic jack emptying and remove, thereby complete counter-pressure by hydraulic jack to the transfer of four-point jacking bracing or strutting arrangement with underpin.
The present invention will be described in more detail below.
The present invention relates to a kind of self-balancing back pressure type bridge single support replacing method.
The present invention is directed to the common laminated rubber bearing disease situation of bridge construction, design two class bearing replacement systems.
The first is " initiatively coming to nothing " system: it is applicable to the situation that bearing comes to nothing completely or lacks.In this situation, after removing bearing pad stone (if any), the jacking bracing or strutting arrangement back-pressure that makes progress is directly installed and intends the new bearing of changing, by the accurate control to indexs such as counter-pressure, bearing decrement and bottom elevations, to this fulcrum place beam body dead load of balance, then lock in time lift-up device (can adopt if desired bracing or strutting arrangement to underpin lift-up device), treat that its stable after-pouring bearing pad stone is as permanent support, thereby complete the replacing of single disease bearing.
The second is " passive coming to nothing " system, and it is applicable to, and come to nothing (or pressure-bearing) in bearing part, aging serious situation.This situation undersetting is still held power state in part.Therefore, maximum different from " initiatively coming to nothing " system, for bottom elevation before and after guaranteeing bearing replacement is constant, need near fulcrum at the bottom of beam, set in advance temporary supporting, beam body is held, then remove disease bearing.All the other working procedures of bearing replacement are all identical with " initiatively coming to nothing " system.
Owing to only a small amount of disease bearing being changed, for overcoming existing synchronization of jacking up, change the expensive shortcoming of bearing method, the present invention proposes self-balancing back pressure type bridge single support replacing technology and construction method thereof: it is according to different bearing replacement systems, adopt mechanical type or fluid pressure type jacking bracing or strutting arrangement, the plan that is fixed on design position of the fulcrum is more renewed to bearing oppositely upwards pushes up and presses, by to counter-pressure, the accurate control of the indexs such as bearing decrement and bottom elevation, to this fulcrum place beam body dead load of balance, lock in time lift-up device (can adopt if desired bracing or strutting arrangement to underpin lift-up device), treat that its stable after-pouring bearing pad stone is as permanent support, thereby complete the replacing of single disease bearing.
Accompanying drawing 1 is shown in by the layout schematic diagram that self-balancing back pressure type single support is changed.Particularly, at the bottom of being respectively beam from top to bottom between beam body 1 and Bridge Pier 7, leveling layer 2 (epoxy structural rubber), plan more renew bearing 3, thick 1～2cm steel plate 4, bearing pad stone 5 (strength cement-based grouting material) and jacking bracing or strutting arrangement 6.Wherein jacking bracing or strutting arrangement 6 is placed on Bridge Pier 7, and steel plate 4 is placed on jacking bracing or strutting arrangement 6.
The present invention's main material used requires as follows:
Employing intensity is high, mobility strong, micro-expansion cement sill is built bearing pad stone, need to meet < < cement-based grouting material application technology standard GB/T50448-2008 > > standard-required.
Steel plate is as transmitting the important component of back-pressure even distributed force in construction, its rigidity, intensity, stability will affect whole construction effect to a great extent.It is Q235 or Q345 steel that the present invention uses steel plate model, and meets the requirement of steel GB/T714-2000 > >, < < structural carbon steel GB/T700 > > for national standard < < bridge construction.Thick 1～the 2cm of steel plate, in work progress, also needs according to its thickness of bridge span structure concrete condition calculative determination.
At the bottom of girder pier and beam, wedge leveling should meet the requirement of national standard < < concrete structure reinforcement design specifications GB50367-2006 > > and industry standard < < highway bridge reinforcing design standard JTG/T J22-2008 > > with epoxy structural rubber.
Main construction sequence for the first " active is come to nothing " system single support replacing method is as follows:
A, leveling are processed
When existing bridge pad comes to nothing completely or lacks, cleaning beam at the bottom of to the space between pier end face, with epoxy construction glue material to fulcrum place beam at the bottom of and pier end face carry out leveling processing; At the bottom of beam, leveling piece correspondence position arranges cross middle line.
If there is bearing pad stone in former bearing below, should first cut the bearing pad stone of intending changing bearing below, carry out leveling processing with pier end face at the bottom of then adopting epoxy construction glue material to fulcrum place beam.
If not enough to pier end face headroom at the bottom of beam, can cut pier top surface concrete topping under certain condition suitably to increase headroom at the bottom of beam.
Bearing is upgraded in B, installation
At pier end face, intend to change support position place and jacking bracing or strutting arrangement is installed and is carried out leveling processing, at the end face of described jacking bracing or strutting arrangement, install and intend more renewing bearing, and entirely on the center with leveling wedge bottom surface cross middle line at the bottom of default beam.
The jacking bracing or strutting arrangement that the present invention uses is mainly mechanical type, fluid pressure type and combined type top ascending branch support arrangement.
A, mechanical type jacking bracing or strutting arrangement
Mechanical type jacking bracing or strutting arrangement comprises bikini jacking bracing or strutting arrangement and four-point jacking bracing or strutting arrangement.
Bikini jacking bracing or strutting arrangement is below bearing, in outward flange certain limit, to arrange that three screw support devices, top are provided with thick 1～2cm rectangular steel plates of reserved three place's screws, and its structure is shown in accompanying drawing 2.At the bottom of being respectively beam from top to bottom between beam body 1 and Bridge Pier 6, leveling layer 2 (epoxy structural rubber), plan more renew the steel plate 4 and bikini jacking bracing or strutting arrangement 5 of bearing 3, thick 1～2cm, between bracing or strutting arrangement three screw rods, angle is 120 °, and its light plate 4 is placed on bikini jacking bracing or strutting arrangement 5.
When jacking bracing or strutting arrangement is installed, first determine the installation site of intending changing bearing, at the bottom of beam, leveling piece and pier top side location arrange cross middle line, guarantee that steel plate, bearing, jacking bracing or strutting arrangement are entirely on the center.
Plan is more renewed to bearing and place steel plate end face, by adjusting screw(rod) bearing height, make at the bottom of bearing and beam closely connected.When jack-up construction can by by easy stages regular, screw three screw rods in batches and transmit uniform counter-pressure.For improving counter-pressure control accuracy, in bolt adjustment process, should use hydraulic pressure, the electric torque spanner demarcated.For convenience of the leveling of jacking bracing or strutting arrangement, can paste high accuracy level bubble in the convenient position of observing in steel plate side.
Four-point jacking bracing or strutting arrangement is similar to 3 jacking bracing or strutting arrangements, and 4 jacking bracing or strutting arrangements are below bearing, in outward flange certain limit, to arrange that four screw support devices, top are provided with the reserved rectangular steel plates of the thick 1-2cm of screw everywhere, and its structure is shown in accompanying drawing 3.At the bottom of being respectively beam from top to bottom between beam body 1 and Bridge Pier 6, leveling layer 2 (structure glue), plan more renew the steel plate 4 and four-point jacking bracing or strutting arrangement 5 of bearing 3, thick 1～2cm, between bracing or strutting arrangement four screw rods, angle is 90 °, and its light plate 4 is placed on four-point jacking bracing or strutting arrangement 5.Its installation steps and above-mentioned bikini jacking bracing or strutting arrangement are similar.
Compare with bikini, four-point has better stability, and the maximum top lift that can bear is also larger; But bikini is installed leveling, operation is fairly simple, and work progress is easier to realize, and in construction, can select targetedly two kinds of jacking bracing or strutting arrangements according to the actual conditions of bridge defect bearing.
Mechanical type jacking bracing or strutting arrangement is mainly realized the compression of bearing and the support of platform by adjusting screw(rod) height, simple structure, and manual operation is simple and convenient, with low cost.But in work progress, adopt manual operation larger to counter-pressure and jacking Stroke Control difficulty, bikini or four-point jacking bracing or strutting arrangement leveling operation simultaneously has higher requirement to constructor's technological literacy.But for across the less bridge in footpath, mechanical type jacking bracing or strutting arrangement still has certain advantage.
B, fluid pressure type jacking bracing or strutting arrangement
Select the hydraulic jack of appropriate size as lift-up device, the steel plate that thick 1～2cm is set at its top evenly transmits counter-pressure.The tonnage of hydraulic jack can be selected according to corresponding fulcrum dead load counter-force, is no less than in principle 2 times of dead load counter-force.Meanwhile, for improving the safety and stability of fluid pressure type bracing or strutting arrangement, hydraulic jack need have oil pressure lock function.Fluid pressure type jacking bracing or strutting arrangement structure as shown in Figure 4.At the bottom of being respectively beam from top to bottom between beam body 1 and Bridge Pier 6, leveling layer 2 (epoxy structural rubber), plan more renew the steel plate 4 and the fluid pressure type jack 5 with auto-lock function of bearing 3, thick 1～2cm, and its light plate 4 is placed on fluid pressure type jack 5.
When hydraulic jack is installed, need first determine that equally plan more renews the installation site of bearing, at the bottom of beam, leveling piece and pier top side location arrange cross middle line, guarantee that steel plate, bearing, hydraulic jack are entirely on the center.
By to the hydraulic jack application of force, the decrement of bearing to be replaced is met the demands, hydraulic jack counter-force and fulcrum dead load match simultaneously, then hydraulic jack are locked.
Adopt hydraulic lifting can accurately control counter-pressure and jacking stroke in work progress, the selection of its jacking tonnage also has larger space, is applicable to the various bridges across footpath.
Especially, adopt the hydraulic jack with automatic flat-adjustable function can guarantee in jacking process that as lift-up device bearing is with closely connected at the bottom of beam, uniform stressed, thus avoid the appearance of bearing bias condition.
On the other hand, at follow-up formwork erection, build in the work progress of bearing pad stone, lift-up device (hydraulic jack) need to be imbedded among bearing pad stone, this will produce certain cost, but still has obvious economy for a small amount of bearing replacement.
C, combined type top ascending branch support arrangement
Combined type top ascending branch support arrangement is that mechanical type and fluid pressure type are combined, and it is constructed as shown in Figure 5.Leveling layer 2 (epoxy structural rubber), the steel plate 4 of intending more renewing bearing 3, thick 1～2cm, four-point jacking bracing or strutting arrangement 5 and the fluid pressure type jack 6 with auto-lock function at the bottom of being respectively beam from top to bottom between beam body 1 and Bridge Pier 7, its light plate 4 is placed on four-point jacking bracing or strutting arrangement 5 and fluid pressure type jack 6, and 4 jacking bracing or strutting arrangements of its installation process and aforementioned mechanical type are similar.
Until fluid pressure type jack by bearing back-pressure to after predetermined decrement and when hydraulic jack counter-force and fulcrum dead load match, adopt hydraulic pressure, electric torque spanner four screw rods of mechanical type bracing or strutting arrangement to be tightened also locked, then hydraulic jack is carried out to emptying, after mechanical type lift-up device is stable, observe bearing decrement and displacement monitoring device numerical value change (repeating aforesaid operations if desired until bearing decrement and elevation of main girders meet the demands), confirm to meet the demands and without any extremely after, fluid pressure type jack is removed.By this process, complete counter-pressure by fluid pressure type jack to the conversion of mechanical type bracing or strutting arrangement with underpin.
Combined type top ascending branch support arrangement has all features of mechanical type and fluid pressure type jacking bracing or strutting arrangement.Meanwhile, by fluid pressure type jack, to the conversion of mechanical type bracing or strutting arrangement with underpin, fluid pressure type jack is reusable, has reduced single support and has changed construction cost.
C, installation watch-dog
Displacement watch-dog is installed, the bottom elevation in bearing replacement process is monitored;
D, apply precompression
By jacking bracing or strutting arrangement being applied to the precompression of <10kN, observe and confirm that described plan more renews leveling wedge bottom surface close contact at the bottom of bearing and beam, then continues the application of force to jacking bracing or strutting arrangement; The counter-pressure applying according to jacking bracing or strutting arrangement, bearing decrement and bottom elevation index are controlled the back-pressure work progress of intending more renewing bearing, to reach the object in balance fulcrum place beam body dead load;
E, locking jacking bracing or strutting arrangement
When jacking bracing or strutting arrangement counter-pressure is close in described balance fulcrum place beam body dead load, and change bearing decrement in allowed band time, by described jacking bracing or strutting arrangement locking;
Especially, for mechanical type jacking bracing or strutting arrangement, can adopt hydraulic pressure, electric torque spanner the screw rod of bracing or strutting arrangement to be tightened also locked.
Especially, for fluid pressure type jacking bracing or strutting arrangement, hydraulic jack need have oil pressure lock function.
Especially, for combined type top ascending branch support arrangement, adopt hydraulic pressure, electric torque spanner four screw rods of bracing or strutting arrangement to be tightened also locked.After combined type jacking device is stable, observe bearing decrement and displacement monitoring device numerical value change, confirm without any abnormal after, by fluid pressure type jack emptying dismounting.By this process, complete counter-pressure conversion to bracing or strutting arrangement by lift-up device.
F, build bearing pad stone
At jacking bracing or strutting arrangement periphery, steel hoop net is set, formwork erection is built bearing pad stone, and maintenance is until reach design strength, and then form removal, completes single bearing replacement.
According to another kind of preferred embodiment of the present invention, above-mentioned steps A implements in the following manner: in existing bridge pad part, come to nothing or when partial pressing or existing bridge pad serious aging, temporary supporting part is set near girder fulcrum, and applies a pretightning force; Confirm after temporary supporting part safety and stability, then adopt artificial or mechanical system to cut the pinner of bearing to be replaced, described bearing is come to nothing; Take out bearing to be replaced, girder fulcrum place counter-force is all transferred on described temporary supporting part; Cleaning beam at the bottom of to the space between pier end face, with epoxy construction glue material to fulcrum place beam at the bottom of and pier end face carry out leveling processing; At the bottom of beam, leveling piece correspondence position arranges cross middle line.After steps A, then according to previously described step B, implement to step F, so complete the replacing of bridge single support.
Self-balancing back pressure type bridge single support replacing technology has following feature: this invention has changed the traditional idea of " from pinner to bearing " in conventional bearing replacement construction and (first done pinner, change again bearing), be based on the new thought of " from bearing to pinner " and (first change bearing, do again pinner), by lift-up device by the new bearing back-pressure of intend changing at the bottom of beam, by control, adjust bearing decrement with autobalance fulcrum place beam body dead load, finally complete single support and change construction.Compare with at present conventional synchronization of jacking up construction technology, the situation that same pier (platform) section only has a small amount of bearing to change is appearred in many beam bridges (same pier direction across bridge has multi-disc beam body), and this technology has high economic benefit and and extremely low construction cost.
[beneficial effect]
What the present invention proposed occurs that for many beam bridges (same pier direction across bridge has multi-disc beam body) same pier (platform) section only has the self-balancing back pressure type single support replacing technology of a small amount of bearing replacement, guaranteeing, under the stressed safe prerequisite of bridge construction, single disease bearing to be carried out to repair and replacement.Beneficial effect of the present invention is as follows:
1, be based on from the reverse thinking of " bearing is to pinner ", by adjusting bearing decrement, come balance to intend changing bearing place fulcrum beam body dead load, for the maintenance construction of bridge pad disease has been opened up brand-new thinking;
2, the present invention changes bearing, by the new bearing of back-pressure (this step is innovative point and key point), make the new bearing after changing stand dead load precompressed, later stage can not come to nothing and displacement, the beam body that simultaneously guarantees again this bearing place there will not be and forces displacement, thereby avoids occurring the additional internal force between direction across bridge beam body;
3, after bearing replacement construction finishes, the pinner of newly building in unstress state, can effectively transmit superstructure mobile load effect under dead load in later stage operation process, and possesses sufficient safety stock;
4, self-balancing back pressure type single support replacing technology is only constructed and is changed operation single disease bearing, other normal bearings on same pier do not need jack-up construction, engineering quantity is much smaller than conventional synchronization of jacking up bearing replacement technology, and construction cost declines greatly.This technology has evaded that the traffic impact that conventional synchronization of jacking up bearing replacement brings is large, construction cost is high, the construction period is long and affect the shortcomings such as the stressed safety of bridge construction substantially, having simplified to greatest extent single support changes construction technology and has saved construction cost, can reach better bearing replacement effect simultaneously, be specially adapted to for domestic accounting heavy freely-supported hollow slab beam, T beam larger, that fulcrum dead load counter-force is less, continuous combined-type box beam bridge after first freely-supported, has high economic benefit.Therefore, the back-pressure thinking in the technology of the present invention, the process control of jack-up construction, low cost are key point of the present invention and innovative point.
[accompanying drawing explanation]
Fig. 1 is that self-balancing back pressure type single support is changed technical arrangement schematic diagram;
Fig. 2-1st, bikini (mechanical type) lift-up device is arranged schematic diagram;
Fig. 2-2nd, the I-I direction view of Fig. 2-1;
Fig. 3-1st, four-point (mechanical type) lift-up device is arranged schematic diagram;
Fig. 3-2nd, the I-I direction view of Fig. 3-1;
Fig. 4 is that fluid pressure type lift-up device is arranged schematic diagram;
Fig. 5-1st, combined type jacking Plant arrangement schematic diagram;
Fig. 5-2nd, the I-I direction view of Fig. 5-1.
[specific embodiment]
By following embodiment, can understand better the present invention.
Embodiment 1: self-balancing back pressure type single support is changed---combined type
The implementation step of this embodiment is as follows:
A, leveling are processed
For this bridge seat disease, launch to check and investigation, comprise the investigation of disease bearing, determine Damage Types, bearing pad stone plane geometry size, beam body planeness etc., determine the bearing damage order of severity;
Cleaning beam-ends rubbish, discharges beam-ends superfluous constraint, takes out the laminated rubber bearing coming to nothing completely;
Adopt manual type or small-power machinery to cut the pinner of the bearing that comes to nothing, cut in process and should avoid girder and platform cap to cause damage as far as possible;
Bearing is upgraded in B, installation
At the bottom of adopting structure glue to square beam on support position, carry out leveling processing.At the bottom of beam, leveling wedge planar dimension is 30 * 30cm, and minimum thickness must not be less than 5mm.For convenience of construction and raising leveling precision, can adopt thick 2mm corrosion resistant plate as leveling bed die;
At the bottom of beam, the health of leveling structure glue is removed corrosion resistant plate to design strength, and at the bottom of beam, leveling layer arranges cross hairs to facilitate new bearing installation in position; Bearing pad stone is cut to position and clear up, adopt structure glue to carry out leveling;
Combined type top ascending branch support arrangement (comprising hydraulic jack lift-up device and mechanical type bracing or strutting arrangement) is installed, is seen accompanying drawing 5-1 and Fig. 5-2.Wherein, steel plate physical dimension is 20 * 20 * 1cm;
Plan is more renewed to bearing (model: GYZd150 * 42) be positioned over combined type top ascending branch support arrangement end face, adjust the relative position of bearing and bracing or strutting arrangement, guarantee the strict centering of leveling wedge at the bottom of bearing, jacking bracing or strutting arrangement, beam;
C, installation watch-dog
Displacement watch-dog is installed near jacking fulcrum and is debugged, bearing replacement work progress bottom elevation is monitored;
D, apply precompression
Thereby by the jack application of force being realized to intending more renewing the precompressed of bearing, precompression is no more than 10kN, in precompressed process, should constantly observe closely connected situation at the bottom of bearing and beam;
After confirming that bearing and leveling piece bottom surface at the bottom of beam are completely closely connected, jack continues the application of force and plan is more renewed to bearing compresses.In work progress, need control jack counter-pressure, be no more than in principle 1.2 times of dead loads, i.e. 54.1kN*1.2=64.9kN;
By the indexs such as counter-pressure, bearing decrement (providing bearing compression curve to determine by producer) and bottom elevation of hydraulic jack, control and check the back-pressure process of new bearing, final balance or the fulcrum place beam body dead load that tends to balance;
E, locking jacking bracing or strutting arrangement
When hydraulic jack counter-pressure approaches this fulcrum place beam body dead load and bearing decrement in allowed band time, take measures to lock hydraulic jack;
Until lift-up device---hydraulic jack was stablized after 10 minutes, tightened four bolts of mechanical type bracing or strutting arrangement, and jack emptying, is converted to mechanical type bracing or strutting arrangement by hydraulic jack counter-pressure;
After jack emptying, continue observation bearing decrement, guarantee that it reaches stable state substantially.This process need be compared the elevation data of displacement monitoring equipment, until variable quantity is in allowed band time (repeating aforesaid operations if desired until bearing decrement and elevation of main girders meet the demands), can remove hydraulic jack and displacement monitoring equipment;
F, build bearing pad stone health
According to bearing pad stone plane geometry size, at bracing or strutting arrangement periphery, steel hoop net is set and overlaps with studdle, adopt strength cement-based grouting material formwork erection to build bearing pad stone;
Health bearing pad stone, to design strength, is removed bearing pad stone template, completes single bearing replacement construction.
The implementation result of the present embodiment is as follows:
Choose the typical monitor data in work progress, be organized into form as shown in table 1.Monitor data shows, when jacking counter-force reaches this fulcrum dead load counter-force, bearing decrement is 0.336mm, and bottom elevation changes not obvious; Counter-pressure is converted to after screw rod support above, and bearing decrement is 0.335mm, and bottom elevation changes 0.049mm.The theoretical bearing decrement of calculating is about 0.319mm, and this shows that beam body support reaction and bearing decrement all come up to the expectation, and the construction effect of bearing replacement is obvious.
Table 1: monitor data form
Embodiment 2: self-balancing back pressure type single support is changed---bikini (mechanical type)
The implementation step of this embodiment is as follows:
According to the embodiment identical with embodiment 1, carry out, just use bikini (mechanical type) the jacking bracing or strutting arrangement as shown in present specification accompanying drawing 2-1 and Fig. 2-2, described bikini jacking support device structure is as follows:
Below bearing to be replaced, outward flange is arranged three screw support devices, a rectangular steel plates that has the thickness 1～2cm of three screws is set at its top, new bearing to be replaced is placed to steel plate end face, by adjusting screw(rod) bearing height, make to fit tightly at the bottom of bearing to be replaced and beam.
Middle A～C of embodiment 1 is equally applicable to this technique, after equipment installation to be monitored, uses proven torque wrench to tighten three nuts, and gives the moment of torsion (pretightning force after conversion is about 10KN) of 30N*m; After closely connected at the bottom of observation bearing and beam, continue to three screw rods, to apply classification moment of torsion, every grade of about 30N*m regularly.Continue observation bearing decrement, guarantee that it reaches the stable state of expection substantially.This process need be compared the elevation data of displacement monitoring equipment, until variable quantity is in allowed band time (repeating aforesaid operations if desired until bearing decrement and elevation of main girders meet the demands), can carry out building and health of bearing pad stone.Bearing pad stone to build craft consistent with the content of F in embodiment 1.
The implementation result of this embodiment is as follows:
Choose the typical monitor data in work progress, be organized into form as shown in table 2.Monitor data shows, when pretorque reaches 52 * 3=156N*m, bearing decrement is 0.348mm, and bottom elevation changes about 0.06mm.The theoretical bearing decrement of calculating is about 0.319mm, and this shows that beam body support reaction and bearing decrement all come up to the expectation, and the construction effect of bearing replacement is obvious.
Pay special attention to, the pretorque here can obtain corresponding pretightning force according to parameter conversions such as screw diameter, intensity, and then draws the linear relationship of pretorque and pretightning force.But for dissimilar device or equipment, this estimating torque is unsuitable as with reference to standard, usings bearing decrement, bottom elevation etc. as controlling index in actual jacking process.
Table 2: monitor data form
Embodiment 3: self-balancing back pressure type single support is changed---four-point (mechanical type)
The implementation step of this embodiment is as follows:
According to the embodiment identical with embodiment 1, carry out, just use four-point (mechanical type) the jacking bracing or strutting arrangement as shown in this Figure of description 3-1 and Fig. 3-2, described four-point jacking support device structure is as follows:
Below bearing to be replaced, outward flange is arranged four screw support devices, a rectangular steel plates that has the thickness 1～2cm of four screws is set at its top, new bearing to be replaced is placed to steel plate end face, by adjusting screw(rod) bearing height, make to fit tightly at the bottom of bearing to be replaced and beam.
Embodiment 3 is basic identical with embodiment 2 modes of operation, but different from 3, and the order of fastening nut is different, and the method is the nut of first tightening angular direction, then tightens two other nut.
The implementation result of this embodiment is as follows:
Choose the typical monitor data in work progress, be organized into form as shown in table 2.Monitor data shows, when pretorque reaches 38*4=152N*m, bearing decrement is 0.336mm, and bottom elevation changes about 0.05mm.The theoretical bearing decrement of calculating is about 0.319mm, and this shows that beam body support reaction and bearing decrement all come up to the expectation, and the construction effect of bearing replacement is obvious.
Pay special attention to, the pretorque here can obtain corresponding pretightning force according to parameter conversions such as screw diameter, intensity, and then draws the linear relationship of pretorque and pretightning force.But for dissimilar device or equipment, this estimating torque is unsuitable as with reference to standard, usings bearing decrement, bottom elevation etc. as controlling index in actual jacking process.
Table 3: monitor data form
Embodiment 4: self-balancing back pressure type single support is changed---fluid pressure type
The implementation step of this embodiment is as follows:
According to the embodiment identical with embodiment 1, carry out, just in existing bridge pad part, come to nothing or when partial pressing or existing bridge pad serious aging, temporary supporting part be set near girder fulcrum, and apply a pretightning force; Confirm after temporary supporting part safety and stability, then adopt artificial or mechanical system to cut the pinner of bearing to be replaced, described bearing is come to nothing; Take out bearing to be replaced, girder fulcrum place counter-force is all transferred on described temporary supporting part; Follow leveling processing and subsequent treatment thereof.
Difference is that taking-up does not finally fall in the jack of embodiment 4, but stressed as the common participation of a part of bearing pad stone; When bearing decrement and elevation of main girders meet the demands, directly build bearing pad stone.
The implementation result of this embodiment is as follows:
Choose the typical monitor data in work progress, be organized into form as shown in table 1.Monitor data shows, when jacking counter-force reaches this fulcrum dead load counter-force, bearing decrement is 0.332mm, and bottom elevation changes 0.07mm.And the theoretical bearing decrement of calculating is about 0.319mm, this shows that beam body support reaction and bearing decrement all come up to the expectation, and the construction effect of bearing replacement is obvious.
Table 4: monitor data form
Claims (10)
1. self-balancing back pressure type is changed a method for bridge single support, it is characterized in that the step of this replacing method is as follows:
A, leveling are processed
When existing bridge pad comes to nothing completely or lacks, cleaning beam at the bottom of to the space between pier end face, with epoxy construction glue material to fulcrum place beam at the bottom of and pier end face carry out leveling processing; At the bottom of beam, leveling wedge correspondence position arranges cross middle line;
Bearing is upgraded in B, installation
At pier end face, intend to change support position place and a kind of jacking bracing or strutting arrangement be installed and carried out leveling, at the end face of described jacking bracing or strutting arrangement, install and intend more renewing bearing, and by bearing center be preset in beam at the bottom of leveling wedge bottom surface cross middle line entirely on the center;
C, installation watch-dog
Displacement watch-dog is installed, the bottom elevation in bearing replacement process is monitored;
D, apply precompression
Allow described jacking bracing or strutting arrangement apply the precompression of <10kN, observe and confirm that described plan more renews leveling wedge bottom surface close contact at the bottom of bearing and beam, then to the lasting application of force of jacking bracing or strutting arrangement; The counter-pressure applying according to jacking bracing or strutting arrangement, bearing decrement and bottom elevation index are controlled the back-pressure work progress of intending more renewing bearing, to reach the object of balance fulcrum place beam body dead load;
E, locking jacking bracing or strutting arrangement
When jacking bracing or strutting arrangement counter-pressure is close to fulcrum place beam body dead load, and the new bearing decrement of changing is in allowed band time, by described jacking bracing or strutting arrangement locking;
F, build bearing pad stone
In jacking bracing or strutting arrangement surrounding, steel hoop net is set, adopts strength cement-based grouting material formwork erection to build bearing pad stone, maintenance is until form removal after reaching design strength completes single bearing replacement.
2. the method for replacing bridge single support according to claim 1, it is characterized in that in steps A, in existing bridge pad part, come to nothing or when partial pressing or existing bridge pad serious aging, temporary supporting part be set near girder fulcrum, and apply a pretightning force; Confirm after temporary supporting part safety and stability, then adopt artificial or mechanical system to cut the pinner of bearing to be replaced, described bearing is come to nothing; Take out bearing to be replaced, girder fulcrum place counter-force is all transferred on described temporary supporting part; Cleaning beam at the bottom of to the space between pier end face, with epoxy construction glue material to fulcrum place beam at the bottom of and pier end face carry out leveling processing; At the bottom of beam, leveling piece correspondence position arranges cross middle line.
3. the method for replacing bridge single support according to claim 1, while it is characterized in that having bearing pad stone below former bearing, first cuts described bearing pad stone, carries out leveling processing at the bottom of then adopting epoxy construction glue material to fulcrum place beam with pier end face.
4. the method for replacing bridge single support according to claim 1, is characterized in that described service material is epoxy structural rubber and the early strong Expansive Cement base grouting material of Self-leveling that meets national regulation and industry standard requirement.
5. the method for replacing bridge single support according to claim 1, is characterized in that described jacking bracing or strutting arrangement is selected from mechanical type, fluid pressure type or combined type top ascending branch support arrangement.
6. the method for replacing bridge single support according to claim 5, is characterized in that described mechanical type jacking bracing or strutting arrangement is bikini jacking bracing or strutting arrangement or four-point jacking bracing or strutting arrangement.
7. the method for replacing bridge single support according to claim 6, is characterized in that described bikini jacking support device structure is as follows:
Jacking bracing or strutting arrangement top is a rectangular steel plates that has the thick 1～2cm of three screws, steel plate below is arranged symmetrically with three screw rods and supports, these three screw rods support and link with steel plate by three screws on steel plate, new bearing to be replaced is placed to steel plate end face, by adjusting screw(rod) bearing height, make to fit tightly at the bottom of bearing to be replaced and beam.
8. the method for replacing bridge single support according to claim 6, is characterized in that described four-point jacking support device structure is as follows:
Jacking bracing or strutting arrangement top is a rectangular steel plates that has the thick 1～2cm of four screws, steel plate below is arranged symmetrically with four screw rods and supports, these four screw rods support and link with steel plate by four screws on steel plate, new bearing to be replaced is placed to steel plate end face, by adjusting screw(rod) bearing height, make to fit tightly at the bottom of bearing to be replaced and beam.
9. bridge single support according to claim 5, is characterized in that the structure of described fluid pressure type jacking bracing or strutting arrangement is as follows:
Select hydraulic jack as lift-up device, the steel plate of a thickness 1～2cm is set at its top, new bearing to be replaced is placed to steel plate end face, by regulating hydraulic jack height, make to fit tightly at the bottom of bearing to be replaced and beam.
10. bridge single support according to claim 5, is characterized in that the structure of described combined type top ascending branch support arrangement is as follows:
In center that intend to change bearing, described four-point jacking bracing or strutting arrangement is installed, the hydraulic jack with oil pressure lock function is placed under four-point jacking bracing or strutting arrangement; New bearing to be replaced is placed on to the upper surface of four-point jacking bracing or strutting arrangement top steel plate, by the jacking of hydraulic jack, drive four-point jacking support with and top support move up, make to fit tightly at the bottom of bearing to be replaced and beam; Bearing back-pressure is to after predetermined decrement, four screw rods of four-point jacking bracing or strutting arrangement tightened and locked, makes to fit tightly at the bottom of bearing to be replaced and beam; Treat that four-point lift-up device is stable, and bearing decrement and beam displacement body be without after abnormal, by hydraulic jack emptying and remove, thereby complete counter-pressure by hydraulic jack to the transfer of four-point jacking bracing or strutting arrangement with underpin.
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| CN105603877A (en) * | 2015-12-24 | 2016-05-25 | 中铁大桥局集团第二工程有限公司 | Large-span cable-stayed bridge steel beam locking and adjusting method |
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