CN104153303B - A kind of self-balancing back pressure type bridge single support replacing options - Google Patents
A kind of self-balancing back pressure type bridge single support replacing options Download PDFInfo
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- CN104153303B CN104153303B CN201410431651.6A CN201410431651A CN104153303B CN 104153303 B CN104153303 B CN 104153303B CN 201410431651 A CN201410431651 A CN 201410431651A CN 104153303 B CN104153303 B CN 104153303B
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Abstract
The present invention relates to a kind of self-balancing back pressure type bridge single support replacing options, the method mainly comprises leveling process, installs renewal bearing, installs watch-dog, applies precompression, locks jacking bracing or strutting arrangement and build the construction sequences such as bearing pad stone.The present invention makes more to renew bearing after standing dead load precompressed, can not come to nothing and conjugate under later stage live loading, ensureing that again the beam body at this bearing place there will not be forces displacement simultaneously, thus avoids occurring the additional internal force between direction across bridge beam body, possesses sufficient safety stock; The whole work progress of bearing replacement is simple and convenient, several without impact on bridge structure safe; Simplify single support to greatest extent change construction technology and saved construction cost, there is high economic benefit.
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 options.
[background technology]
Bearing is the tie point of bridge upper and lower part structure; its effect is that bridge superstructure load pleasantly, is safely passed to Bridge Pier; ensure 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.
At bridge Daily Round Check, make regular check on and find in special examined process, bearing damage is very general.Wherein the laminated rubber bearing disease of Short/Medium Span Bridge seems particularly outstanding, is embodied in seat empty, 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, it transmits superstructure load and the function of complying with beam body deformability and will decay gradually and even lose, and this will directly affect the stressed safety of bridge construction.Therefore, when not affecting bridge structure safe, reasonable effective measures should be taked to change in time to recover its original function to disease bearing, guarantee bridge operation safety.Bridge jacking replacing time 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.Namely bridge jacking is need the position of jacking to arrange jack at bridge, utilize the shifting function that jack and synchronization of jacking up control appliance are raised bridge construction or reduced, lay temporary support after jacking is in place and ensure that it is stablized, then rebuilding construction is carried out to pier, bearing or girder, more renew bearing, finally beam body is returned to original absolute altitude place.Under normal conditions, the construction of bridge jacking replacing time must be carried out according to following step:
(1) preparations of construction such as bridge jacking support platform are set up;
(2) jack and temporary support is laid;
(3) installation of monitoring equipment;
(4) jacking (problem feedback and process) is tried;
(5) formal synchronization of jacking up;
(6) repeatedly, classification synchronization of jacking up is to precalculated position;
(7) height adjusting temporary support makes at the bottom of itself and beam closely connected;
(8) beam body is supported in jack and temporary support;
(9) pinner, wedge, replacing time is transformed;
(10) jacking again, takes out temporary support, and repeatedly, classification synchronously falls beam, and beam body is returned to original absolute altitude;
(11) site clearing, terminates the construction of synchronization of jacking up replacing time.
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, the jacking support platform (namely settling the platform of jack and temporary support) being appropriate to this bridge can be selected flexibly.For now, domestic conventional Bridge Support Replacement support platform comprises direct lift-up method, sleeper is abound with cribbing method, saddle Support Method, steel carrying pole method, steel hoop method etc.Said method mainly contains feature as described below:
1, direct lift-up method: with Bridge Pier top for jacking bearing surface, matches suitable jack and temporary support directly implements the jacking of beam body and bearing replacement.This method is applicable to must to possess at the bottom of beam enough, exercisable jacking space and plan-position, and all kinds of bridge type all can adopt.The advantage of direct lift-up method is simple to operate, economical and practical; Shortcoming requires higher to jack-up construction operating space.
2, sleeper is abound with cribbing method: the operating principle of this method processes pier both sides ground, then sets up support thereon to bridge jacking region, on support, finally settle the equipment such as jack and temporary support with jack up girder.Support is primarily of the parts such as framed bent, longeron composition, and its longeron is compressed member.Under this method is applicable to bridge, foundation strength is higher, can bear bridge superstructure load and be out of shape 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 higher to the requirement of support foundation strength, does not allow to occur larger distortion, is not suitable for the occasion that bridge pier is too high, and for ensureing 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 usually.
3, saddle Support Method: the method directly sets up support on bent cap, namely does support design saddle support with bent cap self, places jack jack up girder.The advantage of saddle Support Method is easy construction, and not by the restriction of the depth of water and bridge height under riverbed geology, bridge, job site is concentrated simultaneously, is convenient to management, shortens and suspends traffic the time, profitable; Shortcoming need carry out eccentric compression, flexural strength checking computations to bent cap; Must on pier pre-buried reliable anchor measure; The jack positioning precision of girder both sides is high, generally need be arranged symmetrically with and will strictly control girder elevation in jacking process.
4, steel carrying pole method: the Support Position of steel carrying pole method on bridge floor, supporting surface be lifting beam adjacent across beam body.According to similar regulations and parameters principle, utilizing girder steel and steel band at the application point of adjacent bridge floor, with steel shoulder pole girder for departing from body, adopting jack jack up girder.The advantage of steel carrying pole method is easy construction, without the need to main equipment, low to site requirements under bridge, is applicable to multiple bridge type, and whole beam process is all carried out on bridge, opens the navigation or air flight, be open to traffic requirement under not affecting bridge; Without the need to support, 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 needs to check; Larger on bridge deck traffic impact; Bridge pier is subject to comparatively large eccentricity load, need carry out bias checking computations.
5, steel hoop method: arrange steel hoop in pier column side, steel hoop end face as counter-force support platform, places jack and temporary support at its end face together with pier column end face (deducting bearing pad stone region).The advantage of steel hoop method is that only column top is carried out transformation and can be provided and place jack and the region needed for temporary support; Shortcoming is that the support reaction that jack jack up girder produces is transmitted 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 various method is totally different, and technical requirements differs, and has respective pluses and minuses, but principle all belongs to the technology category of synchronization of jacking up.Bridge Pier synchronization of jacking up replacing time refers in replacing time 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 carries out the subsequent construction operations 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 when many beam bridges (direction across bridge has multi-disc beam body) same pier (platform) section has bearing in enormous quantities to need to change, synchronization of jacking up method has unrivaled advantage, is the technology of relative maturity.
But find in bridge routine servicing, many beam bridges (direction across bridge has multi-disc beam body) often there will be same pier (platform) section only has a small amount of bearing to there is serious plant disease and situation about must change.In order to ensure the stressed safety of bridge construction, thinking usual at present adopts direction across bridge synchronization of jacking up method, 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 replacing time.In such cases, because the upper indivedual bearing of same pier (platform) needs to change, need upper for this pier (platform) the synchronous jack-up of all beam bodies, cause jacking engineering quantity larger.The method of this kind of replacing time, 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 being difficult to choose.Trace it to its cause, for many beam bridges (same pier direction across bridge has multi-disc beam body), the construction cost of a small amount of bearing is high, the construction period long, Evaluating traffic impact area is wide to adopt synchronization of jacking up technology usual at present to change, and these are the shortcoming that cannot evade of synchronization of jacking up just.
Therefore, guaranteeing that bridge construction is stressed safe and under not affecting the prerequisite of traffic normal operation, there is for many beam bridges (same pier direction across bridge has multi-disc beam body) situation that same pier (platform) section only has a small amount of bearing to change, propose a kind of safety, the bearing replacement technology of low cost becomes the key issue needing solution at present badly.
The present inventor, on the basis of summing up 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 options.
[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 options.
[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 options.
The step of this replacing options is as follows:
A, leveling process
When existing highway bridge bearing comes to nothing completely or lacks, to the space between pier end face at the bottom of cleaning beam, with epoxy construction glue material at the bottom of fulcrum place beam and pier end face carry out leveling process; At the bottom of beam, leveling block correspondence position arranges cross middle line;
B, installation upgrade bearing
Intend replacing time position at pier end face a kind of jacking bracing or strutting arrangement is installed and carries out leveling, install at the end face of described jacking bracing or strutting arrangement and intend more renewing bearing, and entirely on the center with leveling wedge bottom surface cross middle line at the bottom of the beam preset;
C, installation watch-dog
Displacement watch-dog is installed, the bottom elevation in bearing replacement process is monitored;
D, applying 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 force is continued to jacking bracing or strutting arrangement; The back-pressure work progress more renewing bearing is intended, to reach the object in balance fulcrum place beam body dead load according to counter-pressure, bearing decrement and bottom elevation norm controlling that jacking bracing or strutting arrangement applies;
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 replacing time decrement in allowed band time, described jacking bracing or strutting arrangement is locked;
F, build bearing pad stone
Arrange steel hoop net at jacking bracing or strutting arrangement periphery, 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 step, existing highway bridge bearing local come to nothing partial pressing or existing highway bridge bearing serious aging time, temporary support is set near girder fulcrum, and applies a pretightning force; After confirming temporary support safety and stability, then adopt artificial or mechanical system to cut the pinner of bearing to be replaced, make described seat empty; Take out bearing to be replaced, make girder fulcrum place counter-force all be transferred on described temporary support; To the space between pier end face at the bottom of cleaning beam, with epoxy construction glue material at the bottom of fulcrum place beam and pier end face carry out leveling process; At the bottom of beam, leveling block correspondence position arranges cross middle line.
According to another kind of preferred embodiment of the present invention, when having bearing pad stone below former bearing, first cut described bearing pad stone, then adopt epoxy construction glue material at the bottom of fulcrum place beam and pier end face carry out leveling process.
According to another kind of preferred embodiment of the present invention, described epoxy construction glue material is the epoxy structural rubber and the Self-leveling early strong Expansive Cement base grouting material that meet national regulation and Industry code requirements.
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 one piece of rectangular steel plates having the thick 1 ~ 2cm of three screws, three screw support are arranged symmetrically with below steel plate, these three screw support are linked with steel plate by the screw of three on steel plate, new bearing to be replaced is placed steel plate end face, by adjusting screw(rod) bearing height, bearing to be replaced is made to 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 one piece of rectangular steel plates having the thick 1 ~ 2cm of four screws, four screw support are arranged symmetrically with below steel plate, these four screw support are linked with steel plate by the screw of four on steel plate, new bearing to be replaced is placed steel plate end face, by adjusting screw(rod) bearing height, bearing to be replaced is made to 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 one piece of thickness 1 ~ 2cm is set at its top, new bearing to be replaced being placed steel plate end face, by regulating hydraulic jack height, making 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:
Four-point jacking bracing or strutting arrangement described in installing in the center of intending replacing time, is placed on immediately below four-point jacking bracing or strutting arrangement by the hydraulic jack with oil pressure lock function; New bearing to be replaced is placed on the upper surface of four-point jacking bracing or strutting arrangement top steel plate, by the jacking of hydraulic jack, drives four-point jacking support and its top support to move up, make to fit tightly at the bottom of bearing to be replaced and beam; Four screw rods of four-point jacking bracing or strutting arrangement, to after predetermined decrement, to be tightened and locked by bearing back-pressure, make to fit tightly at the bottom of bearing to be replaced and beam; Four screw rods of four-point jacking bracing or strutting arrangement, to after predetermined decrement, to be tightened and locked by bearing back-pressure, make 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 stablized, and bearing decrement and beam displacement body without exception after, hydraulic jack emptying is removed, thus completes counter-pressure by hydraulic jack to the transfer of four-point jacking bracing or strutting arrangement with underpin.
In more detail the present invention will be described below.
The present invention relates to a kind of self-balancing back pressure type bridge single support replacing options.
The present invention is directed to the laminated rubber bearing disease incidence that bridge construction is common, 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 dismounting bearing pad stone (if any), the new bearing of replacing intended by direct installation jacking bracing or strutting arrangement upwards back-pressure, by the accurate control to indexs such as counter-pressure, bearing decrement and bottom elevations, to balancing this fulcrum place beam body dead load, then lift-up device (bracing or strutting arrangement can be adopted if desired to underpin lift-up device) is locked in time, treat that its stable after-pouring bearing pad stone is as permanent support, thus complete the replacing of single disease bearing.
The second is " passive come to nothing " system, and it is applicable to, and come to nothing (or pressure-bearing) in bearing local, aging serious situation.This situation undersetting is still in part and holds power state.Therefore, with " initiatively come to nothing " system maximum unlike, for guaranteeing that before and after bearing replacement, bottom elevation is constant, temporary support need be pre-set near fulcrum at the bottom of beam, beam body 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 changing a small amount of disease bearing, for overcoming the shortcoming of existing synchronization of jacking up replacing time method high cost, 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 being fixed on design position of the fulcrum is more renewed bearing and oppositely upwards pushes up pressure, by to counter-pressure, the accurate control of the indexs such as bearing decrement and bottom elevation, to balancing this fulcrum place beam body dead load, timely locking lift-up device (bracing or strutting arrangement can be adopted if desired to underpin lift-up device), treat that its stable after-pouring bearing pad stone is as permanent support, thus 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.Specifically, between beam body 1 and Bridge Pier 7, be respectively leveling layer 2 (epoxy structural rubber) at the bottom of beam from top to bottom, intend more renewing 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 builds bearing pad stone, demand fulfillment " cement-based grouting material application technology specification GB/T50448-2008 " standard-required.
Steel plate is as the important component transmitting back-pressure even distributed force in construction, and its rigidity, intensity, stability will affect whole construction effect to a great extent.The present invention uses steel plate model to be Q235 or Q345 steel, and meets the requirement of national standard " bridge construction steel GB/T714-2000 ", " structural carbon steel GB/T700 ".Thick 1 ~ the 2cm of steel plate, in work progress, also needs to calculate according to bridge span structure concrete condition to determine its thickness.
At the bottom of girder pier and beam, wedge leveling epoxy structural rubber should meet the requirement of national standard " concrete structure reinforcement design specifications GB50367-2006 " and industry standard " highway bridge reinforcing design specification JTG/TJ22-2008 ".
Main construction sequence for the first system single support replacing options that " initiatively comes to nothing " is as follows:
A, leveling process
When existing highway bridge bearing comes to nothing completely or lacks, to the space between pier end face at the bottom of cleaning beam, with epoxy construction glue material at the bottom of fulcrum place beam and pier end face carry out leveling process; At the bottom of beam, leveling block correspondence position arranges cross middle line.
If there is bearing pad stone below former bearing, first should cut the bearing pad stone intended below replacing time, then adopt epoxy construction glue material at the bottom of fulcrum place beam and pier end face carry out leveling process.
If not enough to pier end face headroom at the bottom of beam, pier top surface concrete topping can be cut under certain condition suitably to increase headroom at the bottom of beam.
B, installation upgrade bearing
Intend replacing time position at pier end face jacking bracing or strutting arrangement is installed and carries out leveling process, install at the end face of described jacking bracing or strutting arrangement and intend more renewing bearing, and entirely on the center with leveling wedge bottom surface cross middle line at the bottom of the beam preset.
Jacking bracing or strutting arrangement mainly mechanical type, fluid pressure type and the combined type top ascending branch support arrangement that the present invention uses.
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 arranges three screw support devices in outward flange certain limit below bearing, and top is provided with thick 1 ~ 2cm rectangular steel plates of reserved three place's screws, and its structure is shown in accompanying drawing 2.Between beam body 1 and Bridge Pier 6, be respectively leveling layer 2 (epoxy structural rubber) at the bottom of beam from top to bottom, intend more renewing steel plate 4 and the bikini jacking bracing or strutting arrangement 5 of bearing 3, thick 1 ~ 2cm, between bracing or strutting arrangement three screw rod, angle is 120 °, and its light plate 4 is placed on bikini jacking bracing or strutting arrangement 5.
When installing jacking bracing or strutting arrangement, first determine to intend the installation site of replacing time, at the bottom of beam, leveling block 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 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 by by easy stages regular, screw three screw rods to transmit uniform counter-pressure in batches.For improving counter-pressure control accuracy, hydraulic pressure, the Electric torque wrench of having demarcated in bolt adjustment process, should be used.For convenience of the leveling of jacking bracing or strutting arrangement, high accuracy air level can be pasted in the convenient position observed 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 arrange four screw support devices in outward flange certain limit below bearing, and top is provided with the rectangular steel plates of the reserved thick 1-2cm of screw everywhere, and its structure is shown in accompanying drawing 3.Between beam body 1 and Bridge Pier 6, be respectively leveling layer 2 (structure glue) at the bottom of beam from top to bottom, intend more renewing steel plate 4 and the four-point jacking bracing or strutting arrangement 5 of bearing 3, thick 1 ~ 2cm, between bracing or strutting arrangement four screw rod, 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 similar.
Compared with bikini, four-point has better stability, and the maximum top lift that can bear is also larger; But it is fairly simple that Levelling operation installed by bikini, work progress is easier to realize, and in construction, can select two kinds of jacking bracing or strutting arrangements targetedly according to the actual conditions of bridge defect bearing.
Mechanical type jacking bracing or strutting arrangement realizes the compression of bearing and the support of platform mainly through adjusting screw(rod) height, simple structure, and manual operation is simple and convenient, with low cost.But in work progress, adopt manual operation comparatively large to counter-pressure and jacking Stroke Control difficulty, bikini or four-point jacking bracing or strutting arrangement Levelling operation have higher requirement to constructor's technological literacy simultaneously.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 arranging thick 1 ~ 2cm 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 2 times of dead load counter-force in principle.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.Between beam body 1 and Bridge Pier 6, be respectively leveling layer 2 (epoxy structural rubber) at the bottom of beam from top to bottom, intend more renewing steel plate 4 and the hydraulic jack 5 with auto-lock function of bearing 3, thick 1 ~ 2cm, its light plate 4 is placed on hydraulic jack 5.
When installing hydraulic jack, first need determine the installation site intending more renewing bearing equally, at the bottom of beam, leveling block and pier top side location arrange cross middle line, guarantee that steel plate, bearing, hydraulic jack are entirely on the center.
By to hydraulic jack force, the decrement of bearing to be replaced is met the demands, hydraulic jack counter-force and fulcrum dead load match simultaneously, then lock hydraulic jack.
Adopt hydraulic lifting accurately can control counter-pressure and jacking stroke in work progress, the selection of its jacking tonnage also has larger space, is applicable to the various bridge across footpath.
Especially, adopt the hydraulic jack with automatic flat-adjustable function can ensure in jacking process closely connected at the bottom of bearing and beam as lift-up device, uniform stressed, thus avoid bearing bias condition to occur.
On the other hand, build in the work progress of bearing pad stone at follow-up formwork erection, need lift-up device (hydraulic jack) to imbed 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 combined mechanical type and fluid pressure type, and its structure as shown in Figure 5.Between beam body 1 and Bridge Pier 7, be respectively leveling layer 2 (epoxy structural rubber) at the bottom of beam from top to bottom, intend more renewing bearing 3, the steel plate 4 of thick 1 ~ 2cm, four-point jacking bracing or strutting arrangement 5 and the hydraulic jack 6 with auto-lock function, its light plate 4 is placed on four-point jacking bracing or strutting arrangement 5 and hydraulic jack 6, its installation process and aforementioned mechanical formula 4 jacking bracing or strutting arrangements similar.
Until hydraulic jack by bearing back-pressure to after predetermined decrement and hydraulic jack counter-force and fulcrum dead load match time, hydraulic pressure, Electric torque wrench is adopted to be tightened by four screw rods of mechanical type bracing or strutting arrangement and locked, then emptying is carried out to hydraulic jack, 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 meet the demands and without after any exception, hydraulic jack removed.By this process, complete counter-pressure by hydraulic 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 hydraulic jack to the conversion of mechanical type bracing or strutting arrangement with underpin, hydraulic jack is reusable, reduces single support and changes construction cost.
C, installation watch-dog
Displacement watch-dog is installed, the bottom elevation in bearing replacement process is monitored;
D, applying precompression
By applying the precompression of <10kN to jacking bracing or strutting arrangement, observe and confirm that described plan more renews leveling wedge bottom surface close contact at the bottom of bearing and beam, then force being continued to jacking bracing or strutting arrangement; The back-pressure work progress more renewing bearing is intended, to reach the object in balance fulcrum place beam body dead load according to counter-pressure, bearing decrement and bottom elevation norm controlling that jacking bracing or strutting arrangement applies;
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 replacing time decrement in allowed band time, described jacking bracing or strutting arrangement is locked;
Especially, for mechanical type jacking bracing or strutting arrangement, hydraulic pressure, Electric torque wrench can be adopted to be tightened by the screw rod of bracing or strutting arrangement and 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, hydraulic pressure, Electric torque wrench is adopted to be tightened by four screw rods of bracing or strutting arrangement and locked.After formula lift-up device to be combined is stable, observes bearing decrement and displacement monitoring device numerical value change, confirm without after any exception, hydraulic jack emptying is removed.By this process, complete counter-pressure by the conversion of lift-up device to bracing or strutting arrangement.
F, build bearing pad stone
Arrange steel hoop net at jacking bracing or strutting arrangement periphery, formwork erection builds 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: existing highway bridge bearing local come to nothing partial pressing or existing highway bridge bearing serious aging time, temporary support is set near girder fulcrum, and applies a pretightning force; After confirming temporary support safety and stability, then adopt artificial or mechanical system to cut the pinner of bearing to be replaced, make described seat empty; Take out bearing to be replaced, make girder fulcrum place counter-force all be transferred on described temporary support; To the space between pier end face at the bottom of cleaning beam, with epoxy construction glue material at the bottom of fulcrum place beam and pier end face carry out leveling process; At the bottom of beam, leveling block correspondence position arranges cross middle line.Then implement to step F according to previously described step B after steps A, so complete the replacing of bridge single support.
Self-balancing back pressure type bridge single support is changed technology and is had following feature: the traditional idea that this invention changes " from pinner to bearing " in conventional seat replacing construction (first does pinner, replacing time again), based on new thought (the first replacing time of " from bearing to pinner ", do pinner again), at the bottom of the new bearing back-pressure to beam plan changed by lift-up device, by controlling adjustment bearing decrement with autobalance fulcrum place beam body dead load, finally completing single support and changing construction.Compared with synchronization of jacking up construction technology conventional at present, many beam bridges (same pier direction across bridge has multi-disc beam body) are occurred that the situation that same pier (platform) section only has a small amount of bearing to change, this technology have high economic benefit and and extremely low construction cost.
[beneficial effect]
For many beam bridges (same pier direction across bridge has multi-disc beam body), what the present invention proposed occurs that 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, to carry out repair and replacement to single disease bearing.Beneficial effect of the present invention is as follows:
1, based on the reverse thinking from " bearing is to pinner ", balanced by adjustment bearing decrement and intend replacing time place fulcrum beam body dead load, the maintenance construction for bridge pad disease opens brand-new thinking;
2, replacing time of the present invention, by the new bearing of back-pressure (this step is innovative point and key point), the new bearing after replacing is made to stand dead load precompressed, later stage can not come to nothing and conjugate, ensureing that again the beam body at this bearing place there will not be forces displacement simultaneously, thus avoids occurring the additional internal force between direction across bridge beam body;
3, after bearing replacement construction terminates, the pinner of newly building is in unstress state under dead load, effectively can transmit superstructure mobile load effect in later stage operation process, and possesses sufficient safety stock;
4, self-balancing back pressure type single support replacing technology only carries out construction replacement operation to single disease bearing, other normal bearings on same pier do not need jack-up construction, engineering quantity is much smaller than the synchronization of jacking up bearing replacement technology of routine, and construction cost declines greatly.This technology has evaded that the traffic impact that conventional synchronous jacking 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, simplify single support to greatest extent change construction technology and saved construction cost, better bearing replacement effect can be reached simultaneously, be specially adapted to larger, that fulcrum dead load counter-force is less freely-supported hollow slab beam, T beam are weighed for domestic accounting, the combined-type box beam bridge of simple-supported thencontinuous, 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 changes technical arrangement schematic diagram;
Fig. 2-1 is that bikini (mechanical type) lift-up device arranges schematic diagram;
Fig. 2-2 is I-I direction views of Fig. 2-1;
Fig. 3-1 is that four-point (mechanical type) lift-up device arranges schematic diagram;
Fig. 3-2 is I-I direction views of Fig. 3-1;
Fig. 4 is that fluid pressure type lift-up device arranges schematic diagram;
Fig. 5-1 is combined type jacking Plant arrangement schematic diagram;
Fig. 5-2 is I-I direction views of Fig. 5-1.
[detailed description of the invention]
The present invention can be understood better by following embodiment.
Embodiment 1: self-balancing back pressure type single support is changed---combined type
The implementation step of this embodiment is as follows:
A, leveling process
Launch to check and investigation for this bridge seat disease, 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, the superfluous constraint of release beam-ends, takes out the laminated rubber bearing come 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 girder and platform cap should be avoided as far as possible to cause damage;
B, installation upgrade bearing
Structure glue is adopted to carry out leveling process on support position at the bottom of square beam.At the bottom of beam, leveling wedge planar dimension is 30 × 30cm, and minimum thickness must not be less than 5mm.For convenience of constructing and improving leveling precision, thick 2mm corrosion resistant plate can be adopted as leveling bed die;
Remove corrosion resistant plate after leveling structure glue health to design strength at the bottom of beam, at the bottom of beam, leveling layer arranges cross hairs to facilitate new bearing installation in position; Cut position to bearing pad stone to 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, sees accompanying drawing 5-1 and Fig. 5-2.Wherein, steel plate physical dimension is 20 × 20 × 1cm;
Plan is more renewed bearing (model: GYZd150 × 42) and be positioned over combined type top ascending branch support arrangement end face, the relative position of adjustment bearing and bracing or strutting arrangement, guarantees 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 debugs, bearing replacement work progress bottom elevation is monitored;
D, applying precompression
By exerting a force to jack thus realizing the precompressed to intending more renewing bearing, precompression is no more than 10kN, should observe closely connected situation at the bottom of bearing and beam the moment in pre-compaction process;
After confirming that leveling block bottom surface at the bottom of bearing and beam is completely closely connected, jack continues force and compresses intending more renewing bearing.In work progress, need control jack counter-pressure, be no more than dead load 1.2 times in principle, i.e. 54.1kN*1.2=64.9kN;
By the counter-pressure of hydraulic jack, the norm controlling such as bearing decrement (providing bearing compression curve to determine by producer) and bottom elevation check the back-pressure process of new bearing, finally balance or tend to balance fulcrum place beam body dead load;
E, locking jacking bracing or strutting arrangement
When hydraulic jack counter-pressure close to this fulcrum place beam body dead load and bearing decrement in allowed band time, take measures lock hydraulic jack;
Until lift-up device---after hydraulic jack stablizes 10 minutes, tighten mechanical type bracing or strutting arrangement four bolts, 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 needs the elevation data of comparison displacement monitoring equipment, until (repeat aforesaid operations if desired until bearing decrement and elevation of main girders meet the demands) when variable quantity is in allowed band, can remove hydraulic jack and displacement monitoring equipment;
F, build bearing pad stone and health
According to bearing pad stone plane geometry size, steel hoop net be set at bracing or strutting arrangement periphery and overlap with studdle, adopting strength cement-based grouting material formwork erection to build bearing pad stone;
Health bearing pad stone, to design strength, removes bearing pad stone template, completes the construction of single bearing replacement.
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 change is not obvious; Counter-pressure be converted to after on screw support, bearing decrement is 0.335mm, bottom elevation change 0.049mm.The bearing decrement of theory calculate 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:
Carry out according to the embodiment identical with embodiment 1, 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 arranges three screw support devices, the rectangular steel plates that one piece has the thickness 1 ~ 2cm of three screws is set at its top, new bearing to be replaced is placed steel plate end face, by adjusting screw(rod) bearing height, makes to fit tightly at the bottom of bearing to be replaced and beam.
Middle A ~ the 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; Observe closely connected at the bottom of bearing and beam after, continue regularly to three screw rods applying classification moments of torsion, every grade of about 30N*m.Continue observation bearing decrement, guarantee that it reaches the stable state of expection substantially.This process needs the elevation data of comparison displacement monitoring equipment, until (repeat aforesaid operations if desired until bearing decrement and elevation of main girders meet the demands) when variable quantity is in allowed band, 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 bearing decrement of theory calculate 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.
It is specifically intended that pretorque here can obtain corresponding pretightning force according to the parameter conversion such as screw diameter, intensity, and then draw the linear relationship of pretorque and pretightning force.But for dissimilar device or equipment, this estimating torque is unsuitable as with reference to standard, using bearing decrement, bottom elevation etc. as Con trolling 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:
Carry out according to the embodiment identical with embodiment 1, 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 arranges four screw support devices, the rectangular steel plates that one piece has the thickness 1 ~ 2cm of four screws is set at its top, new bearing to be replaced is placed steel plate end face, by adjusting screw(rod) bearing height, makes to fit tightly at the bottom of bearing to be replaced and beam.
Embodiment 3 is substantially identical with embodiment 2 mode of operation, but different unlike the order of, fastening nut with 3, and the method first tightens the nut to angular direction, then tighten 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 bearing decrement of theory calculate 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.
It is specifically intended that pretorque here can obtain corresponding pretightning force according to the parameter conversion such as screw diameter, intensity, and then draw the linear relationship of pretorque and pretightning force.But for dissimilar device or equipment, this estimating torque is unsuitable as with reference to standard, using bearing decrement, bottom elevation etc. as Con trolling 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:
Carry out according to the embodiment identical with embodiment 1, just come to nothing in existing highway bridge bearing local partial pressing or existing highway bridge bearing serious aging time, temporary support is set near girder fulcrum, and applies a pretightning force; After confirming temporary support safety and stability, then adopt artificial or mechanical system to cut the pinner of bearing to be replaced, make described seat empty; Take out bearing to be replaced, make girder fulcrum place counter-force all be transferred on described temporary support; Then leveling process and subsequent treatment thereof.
Difference is, the jack of embodiment 4 does not finally fall taking-up, but jointly participates in stressed as a part for 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, bottom elevation change 0.07mm.And the bearing decrement of theory calculate 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 changes a method for bridge single support, it is characterized in that the step of this replacing options is as follows:
A, leveling process
When existing highway bridge bearing comes to nothing completely or lacks, to the space between pier end face at the bottom of cleaning beam, with epoxy construction glue material at the bottom of fulcrum place beam and pier end face carry out leveling process; At the bottom of beam, leveling wedge correspondence position arranges cross middle line;
B, installation upgrade bearing
Intend replacing time position at pier end face a kind of jacking bracing or strutting arrangement is installed and carries out leveling, install at the end face of described jacking bracing or strutting arrangement and intend more renewing bearing, and by bearing center with to be preset in leveling wedge bottom surface cross middle line at the bottom of beam entirely on the center;
C, installation watch-dog
Displacement watch-dog is installed, the bottom elevation in bearing replacement process is monitored;
D, applying 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 force is continued to jacking bracing or strutting arrangement; The back-pressure work progress more renewing bearing is intended, to reach the object of balance fulcrum place beam body dead load according to counter-pressure, bearing decrement and bottom elevation norm controlling that jacking bracing or strutting arrangement applies;
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 change new bearing decrement in allowed band time, described jacking bracing or strutting arrangement is locked;
F, build bearing pad stone
Arrange steel hoop net in jacking bracing or strutting arrangement surrounding, adopt strength cement-based grouting material formwork erection to build bearing pad stone, maintenance, 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 step, existing highway bridge bearing local come to nothing partial pressing or existing highway bridge bearing serious aging time, temporary support is set near girder fulcrum, and applies a pretightning force; After confirming temporary support safety and stability, then adopt artificial or mechanical system to cut the pinner of bearing to be replaced, make described seat empty; Take out bearing to be replaced, make girder fulcrum place counter-force all be transferred on described temporary support; To the space between pier end face at the bottom of cleaning beam, with epoxy construction glue material at the bottom of fulcrum place beam and pier end face carry out leveling process; At the bottom of beam, leveling block correspondence position arranges cross middle line.
3. the method for replacing bridge single support according to claim 1, when it is characterized in that there is bearing pad stone below former bearing, first cuts described bearing pad stone, then adopt epoxy construction glue material at the bottom of fulcrum place beam and pier end face carry out leveling process.
4. the method for replacing bridge single support according to claim 1, is characterized in that described epoxy construction glue material and strength cement-based grouting material are the epoxy structural rubber and the Self-leveling early strong Expansive Cement base grouting material that meet national regulation and Industry code requirements.
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 one piece of rectangular steel plates having the thick 1 ~ 2cm of three screws, below steel plate, the angle of the tie point of three screw support and steel plate respectively and between the line at steel plate center is 120, these three screw support are connected with steel plate by the screw of three on steel plate, new bearing to be replaced is placed 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 one piece of rectangular steel plates having the thick 1 ~ 2cm of four screws, four screw support are arranged symmetrically with below steel plate, these four screw support are connected with steel plate by the screw of four on steel plate, new bearing to be replaced is placed 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. the method for replacing 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 one piece of thickness 1 ~ 2cm is set at its top, new bearing to be replaced being placed steel plate end face, by regulating hydraulic jack height, making to fit tightly at the bottom of bearing to be replaced and beam.
10. the method for replacing bridge single support according to claim 8, is characterized in that the structure of described combined type top ascending branch support arrangement is as follows:
Four-point jacking bracing or strutting arrangement described in installing in the center of intending replacing time, is placed on immediately below four-point jacking bracing or strutting arrangement by the hydraulic jack with oil pressure lock function; New bearing to be replaced is placed on the upper surface of four-point jacking bracing or strutting arrangement top steel plate, by the jacking of hydraulic jack, drives four-point jacking support and its top support to move up, make to fit tightly at the bottom of bearing to be replaced and beam; Four screw rods of four-point jacking bracing or strutting arrangement, to after predetermined decrement, to be tightened and locked by bearing back-pressure, make to fit tightly at the bottom of bearing to be replaced and beam; Treat that four-point lift-up device is stablized, and bearing decrement and beam displacement body without exception after, hydraulic jack emptying is removed, thus completes counter-pressure by hydraulic jack to the transfer of four-point jacking bracing or strutting arrangement with underpin.
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| CN110565544A (en) * | 2019-08-21 | 2019-12-13 | 上海天演建筑物移位工程股份有限公司 | support replacing method |
| CN110886207A (en) * | 2019-12-18 | 2020-03-17 | 无锡圣丰建筑新材料有限公司 | Replacement structure of shock insulation support |
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