CN103981816A - Construction method for underpinning of overpass framework pier columns - Google Patents
Construction method for underpinning of overpass framework pier columns Download PDFInfo
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Abstract
The invention discloses a construction method for underpinning of overpass framework pier columns. The construction method comprises the following steps of construction of foundation piles, construction of vertical columns, construction of temporary support pier columns, jacking of original box girders, construction of transverse beams, construction of cushion stones, and installation of support seats; during construction, firstly installing the foundation files, the vertical columns and the temporary support pier columns, jacking the original box girder, supporting the original box girder on the temporary pier, disengaging the original box girder from the lower structure, detaching a support seat of the original box girder, breaking down the original independent column pier, building a scaffold to construct a transverse beam and support seat cushion stone, completing the new framework structure, reinstalling the support seat, resetting the original box girder, and carrying out the equivalent-force replacement of the new structure and the original independent column pier. The method has the advantages that the construction method of safely jacking the bridge and replacing the pier columns is realized, the mechanical degree is high, the construction is standard, and the guarantee function on the period, quality and safety of modification construction of pier columns of the highway bridges is realized.
Description
technical field:
The present invention relates to a kind of method for bridge construction, particularly relate to a kind of overpass bridge Frame Pier post underpinning construction method.
background technology:
Along with developing rapidly of China's freeway net construction, urban construction, the building such as bridge, elevated bridge distributes increasing, economic development city faster particularly, and highway road construction development intersects more, and development is very fast.Yet in optimizing the process of the overall line style of road, often can encounter the facility obstacle that the highway constructions in the past such as pier stud, pile foundation form in the roadway width range of new construction, this makes the requirement of engineering and selecting of standard be subject to serious impact.The multiple curve bridge great majority such as China's urban viaduct, high speed ring road adopt the structure of only stub Cast-in-Situ Continuous Beam, this kind of linear grace of form, often across reducing a pile base, a root post, effectively save construction cost, can effectively reduce land seizure, the features such as expansion space under bridge structure.But this kind of type of bridge shows a lot of deficiencies, one at present gradually: in bias accidentally under overload effect, the bridge capsizing case of appearance; Its two: shock resistance a little less than, the side direction collapse accident occurring in lateral seismic situation.At eccentric load and laterally under the effect of seismic wave, only stub integral bridge unstability, the risk toppling is very high, therefore, a lot of areas all start to carry out strengthening reconstruction for only stub, comparatively reliable scheme, is exactly that original only stub is removed at present, is replaced by the types such as reliable rectangle pier.This construction technology is most important is exactly to remove in pier stud process, and the stressed safe and new pier stud that original beam body supports is connected with beam body.
summary of the invention:
Technical problem to be solved by this invention is: overcome the deficiencies in the prior art, provide a kind of innovation novel in design, efficiency of construction high, can standardized construction and the good overpass bridge Frame Pier post underpinning construction method of safety.
Technical scheme of the present invention is: a kind of overpass bridge Frame Pier post underpinning construction method, comprise foundation pile construction, column construction, the construction of temporary support pier stud, original case back liter, construction of beam, pinner construction and bearing are installed, in construction, first complete foundation pile, after column and temporary support pier stud, original case beam is carried out to jacking, by original case beam support on Temporary Piers, original case beam and infrastructure are separated, then remove original case beam support, abolish original only stub, set up again Full space support construction crossbeam and bearing pad stone, complete after new frame construction, again lay bearing, original case beam is resetted, complete the stressed replacement of equivalence of newly-built structure and original only stub.
Described temporary support pier stud construction is included in original only stub surrounding four seamless steel pipe Temporary Piers is set, and with channel-section steel, four seamless steel pipe Temporary Piers are laterally welded between two, be linked to be an integral body, when Temporary Piers arranges, center and original case web center are on a vertical line, avoid newly-built pier stud, and guarantee not affect the construction of new construction.
The based process of described Temporary Piers adopts diverse ways according to the height of geological condition and Temporary Piers, if bearing capacity of foundation soil better and highly lower, Temporary Piers basis adopts steel concrete to expand basis, at the Temporary Piers position excavation of choosing, expand basis, in support place of the basic Temporary Piers of expansion, squeeze into the timbers of many row's multiple rows, expand after basic timber is squeezed into and carry out test pile test, guarantee foundation bearing capacity; If Temporary Piers is higher or ground processing more just adopts steel pipe pile foundation, foundation bearing capacity need be through checking computations, and steel pipe pile foundation adopts pile driver to complete, and guarantees that its verticality meets code requirement during installation.
When adopting steel concrete to expand basis, in order to ensure expanding basic bearing capacity, can also implant reinforcing bar at former only stub and the position that expands basic combination, spacing of reinforcement is uniform; When adopting steel pipe pile foundation, can also by being set, auxiliary cushion cap increase bearing capacity and the buckling safety factor of steel pipe pile foundation, guarantee that Temporary Piers bearing capacity meets the demands.
Described original case back liter comprises distribution beam is set, jack is set, jack is set, jacking and temporary supporting, wherein, after described seamless steel pipe Temporary Piers installs, at original case beam bottom position, arrange i iron distribution beam, in order not damage original case beam, between case beam base plate and distribution beam, placing rubber pad avoids rigidity to contact, between rubber pad and distribution beam, fill out and establish steel plate and control jack position uniform stressed, also can place laminated rubber bearing, and i iron distribution beam is set on neoprene bearing, guarantee that distribution beam Support Position and jack position of center line are on same straight line, in construction, use guide chain that distribution beam is fixed on to case beam bottom, in distribution beam, jack is set after setting completed again, according to the upper load of bridge and security standpoint, consider, through checking computations repeatedly, determine that branch arranges jack on four steel pipe pier studs, and arrange and widen steel plate at jack top, plate size is greater than jack end face size, jacking adopts DR-LON-5000-DQP automatic synchronization jack-up system, synchronous jacking system is supporting monitoring equipment, adopt the dual control of displacement and jacking pressure to control foundation as jacking, external data collection is usingd displacement electron sensor as displacement acquisition, pressure sensor is as pressure acquisition, system synthesis micrometric displacement error control, the automation control system such as micro-oil circuit pressure is controlled, abnormal self-locking control centre, automatic switch oil pump control, the control that cuts off self-lock, screen display Data Control, because jack can not be held lotus for a long time, in jacking, to design attitude, just can carry out the setting of temporary supporting, temporary supporting adopts 22b i iron to process, i iron upper and lower surface all adopts Plate Welding, the setting position next-door neighbour jack position of temporary supporting, and should suitably encrypt.
Described monitoring equipment is mainly pressure sensor, displacement transducer and dial gage, the pressure sensor on each road and displacement transducer are delivered to programmable logic controller by load and displacement signal, the operational order of sending according to control system, drive boost-up circuit, pressure oil output makes corresponding cylinder movement, pressure and displacement signal that programmable logic controller root Ju detects, continuous correction motion error, keep each road binders cylinder synchronization lifting, electrical control gear provides and shows displacement and pressure signal simultaneously, the installation of displacement transducer should notice that installation site must be near support top jack position, distance is controlled truly to reflect the displacement situation in jacking process with minimum distance, pressure sensor guarantees supporting installation, the pressure value that true reflection jack bears, should dial gage be installed at beam base plate simultaneously and as auxiliary displacement, control and correct control measure.
Described jacking comprises pre-jacking and formal jacking, wherein, described pre-jacking take jack push up to design load be control load, and should hold lotus 5min and unload above, the leakage problem that may occur to eliminate a complete set of jack-up system is eliminated the nonelastic deformation that may occur in jacking process simultaneously; During described formal jacking, should strictly control the Synchronization Control of jacking pressure and jacking displacement, the displacement difference of jack can not surpass 2mm mutually, a jacking puts in place, top lifting height should be advisable can remove bearing, and overall top lifting height is controlled in 0.8cm, after formal jacking completes to temporary supporting systematic observation 3 days without the dismountable original column in abnormal conditions rear and bearing.
Described original case back liter complete and firm after, start to cut off original only stub, adopt integral cutting, segmentation blocked breaking removes, but considers the restriction of periphery headroom, during construction, cut post and adopt the amputation of diamond fretsaw cutting mechanics, by construction method outer and that interior-layer layer is peeled off, cutting pier stud divides two stages to implement, and the height of first stage cutting is reserved during with follow-up construction of beam highly consistent, second stage, after crossbeam concrete construction completes, is removed remainder.
Described construction of beam adopts full framing to construct, beam template adopts high density compressed plate, and full framing first carries out ground processing before setting up, and the longitudinal every 4.5m of full framing arranges bridging one, horizontal every 4.2m arranges bridging one, rack cross-bar 60cm, vertical rod 120cm, support has been set up and has been laid end web, and according to beam heavy 120% carry out precompressed, crossbeam is built and is divided into base plate and web, top board two-step pouring, when concrete reaches after prescribed strength, carries out stretch-draw operation; Pinner end face is less apart from space, original case soffit, concrete is difficult for pouring into, adopt manually with spade, to enter, in addition, the well operation of plug-in type vibrating rod, adopts at pinner template outside extension form vibrator and vibrates, and vibrator position is at 30cm and 75cm place bottom pinner, the position that the enough plug-in type vibrating rods of pinner end face concrete energy vibrate, then vibrate with vibrating head is oblique.
When bearing is installed, bearing weight is larger, cannot adopt manually and directly be in place, use the lift truck erection support that adjustable-height is 0-100cm, first by the upper lift truck of bearing haul, again dolly is elevated to certain altitude, bearing is in place, beam falls after crossbeam prestressed stretch-draw completes, near crossbeam upper bracket, lay two 300T jack, jack top pad is established steel plate, original case beam is dropped down onto on jack, with former bridge elevation after observing beam, change, according to former bridge elevation change conditions after the beam that falls, in conjunction with design mobile load distortion calculated data, calculate new bearing general thickness, to guarantee that under former bridge, backwardness reaches predetermined elevation, former bridge construction is through sedimentation for many years, in stable state, and consider that newly-built transformation abutment stake sinks, the crossbeam factor impact such as creep, fall after beam, former bridge case depth of beam exceeds 3～4mm before transforming, after a cutting process completion, when dismountable support bracket and steel pipe, according to the order contrary with erection sequence, to remove by inspection, tearing open of temporory structure moves and should carry out according to safe and orderly principle, the security protection when noting finished product protection simultaneously and removing.
The invention has the beneficial effects as follows:
1, the mode that the present invention has realized safe jacking bridge and changed pier stud is constructed, and its mechanization degree is high, standardized construction, and duration, quality, the safety of the construction of highway bridge transformation pier stud have been played to guarantee effect.
2, the Construction Scheme that the present invention can avoid adopting the upper Construction Scheme across original bridge and avoid adopting the route that detours, reduces construction costs and avoids potential safety hazard.
3, the actual conditions that the present invention is open to traffic in conjunction with highway in China bridge, in the situation of employing uninterrupted traffic, carry out rebuilding construction, accelerate construction speed, effectively raised the application life of transformation bridge and reduce late maintaining expense, also effectively solved construction and current afoul contradiction simultaneously.
4, Temporary Piers of the present invention is selected steel pipe pile foundation, temporary supporting system is simple in structure, mechanization degree is high, speed of application is fast, structural safety, and temporary measure is taken lower, ambient influnence is little, both can save lot of materials resource and fund, also can avoid environment pollution, the requirement of meet building energy conservation, building a resource-conserving and environment-friendly society.
5, the present invention is by transforming pier column, for Bridge repair and reinforcement transformation from now on provides new thinking, be applicable to each standard highway and urban road, municipal engineering highway bridge and the in the situation that of uninterrupted traffic, carry out pier stud replacing transformation, maintenance and reinforcement construction, be easy to promotion and implementation, there is good economic benefit.
accompanying drawing explanation:
Fig. 1 is the process chart of overpass bridge Frame Pier post underpinning construction method;
Fig. 2 is one of temporary support structure figure of overpass bridge Frame Pier post underpinning construction method;
Fig. 3 is one of temporary support structure figure of overpass bridge Frame Pier post underpinning construction method;
Fig. 4 is bearing scheme of installation.
the specific embodiment:
Embodiment: referring to Fig. 1-Fig. 4, in figure, 1-case beam, 2-jack, 3-temporary supporting, 4-ground, 5-concrete base layer, the only stub of 6-, 7-channel-section steel, 8-billet, 9-crossbeam, 10-bearing, 11-lift truck.
Overpass bridge Frame Pier post underpinning construction method comprises foundation pile construction, column construction, the construction of temporary support pier stud, original case back liter, construction of beam, pinner construction and bearing are installed, in construction, first complete foundation pile, after column and temporary support pier stud, original case beam is carried out to jacking, by original case beam support on Temporary Piers, original case beam and infrastructure are separated, then remove original case beam support, abolish original only stub, set up again Full space support construction crossbeam and bearing pad stone, complete after new frame construction, again lay bearing, original case beam is resetted, complete the stressed replacement of equivalence of newly-built structure and original only stub.
Concrete technology flow process is:
one,preparative work before construction
1, putting up platform
Setting up according to field condition of operation platform, must first carry out support encryption to construction area, then selects rational operation platform, and setting up of operation platform need to meet constructor's operability, safety.
Operation platform adopts 5cm diameter steel pipe to support, and lays 2～3cm plank simultaneously, and utilize iron wire to carry out anchoring at constructor's operating position; In operation platform surrounding, the guardrail that 1.2m is high is set, horizontal steel pipe 2 roads are set, in platform surrounding, baseboard is set to guarantee constructor's safety simultaneously.
2, encrypt support bracket
Consider that beam body bottom surface and Dun Ding place do not meet the arrangement requirement of jack, intend arranging the seamless steel pipe Temporary Piers of four Φ 1000 * 10mm near pier stud, and with laterally welding between two of channel-section steel, be linked to be integral body.When Temporary Piers is arranged, should avoid newly-built pier stud assurance does not affect the construction of new construction.
Temporary Piers based process can just adopt diverse ways according to geological condition and Temporary Piers support, if bearing capacity of foundation soil is better, and support is lower, Temporary Piers basis can adopt steel concrete to expand basis, in the Temporary Piers position of choosing, adopt excavation to expand basis, expansion base thickness is 1m, expands basic Temporary Piers support place 4m
2in scope, squeeze into the timber of diameter 10cm-15cm length 3m, timber spacing 30cm.Expand after basic timber is squeezed into and carry out test pile test, guarantee foundation bearing capacity.In order to ensure expanding basic bearing capacity, can also implant at former pier stud and the position that expands basic combination
Ф20 reinforcing bars, cutting length 100cm, implantation depth is 20cm, is 20cm in length and breadth to arrangement pitch.Referring to Fig. 2.
If Temporary Piers support is higher or ground processing can adopt steel pipe pile foundation more deeply, referring to Fig. 3, foundation bearing capacity need be through checking computations, steel pipe pile foundation adopts pile driver to complete, during installation, guarantee that its verticality meets code requirement, and laterally between independent support, with channel-section steel, connect between two, to guarantee rigidity and the stability of temporary supporting.In construction, can by auxiliary cushion cap is set, increase bearing capacity and the buckling safety factor of steel pipe pile foundation, guarantee that Temporary Piers bearing capacity meets the demands.Note the welding of Temporary Piers steel pipe seam, require weld seam full, firm, firm, increase is tied up bar and is welded to guarantee the resistance to compression of Temporary Piers commissure and anti-twisting property.
Because considering, will carry out Frame Pier and construction of beam, Temporary Piers is arranged and is met following principle: Temporary Piers center can be with case web center on a vertical line, and former bridge pier is avoided in the support of putting more energy into, and avoids Frame Pier crossbeam.
3, distribution beam is set
After load-bearing seamless steel pipe Temporary Piers installs, at case beam bottom position, arrange i iron distribution beam, in order not damage original case beam, between case beam base plate and distribution beam, placing rubber pad avoids rigidity to contact, between rubber pad and distribution beam, fill out and establish steel plate and control jack position uniform stressed and (or place laminated rubber bearing, and i iron distribution beam is set on neoprene bearing), guarantee that distribution beam Support Position and jack position of center line are on same straight line.In construction, use guide chain that distribution beam is fixed on to case beam bottom.
4, jack is set
In distribution beam, just jack can be set after setting completed, according to the upper load of bridge and security standpoint, consider, through checking computations repeatedly, determine that branch arranges 100～200T jack on 4 steel pipe pier studs.And the thick steel plate of widening of 1cm is set at jack top, plate size is greater than jack end face size.According to on-site actual situations, can suitably increase or reduce simultaneously the thickness of steel plate, during as a block plate thickness low LCL, can add, but can not surpass 7cm.
5, synchro system is arranged
1) adjustment and installation of synchronous jacking system
Jacking adopts DR-LON-5000-DQP automatic synchronization jack-up system, and synchronous jacking system adopts the dual control of displacement and jacking pressure to control foundation as jacking, and external data collection is usingd displacement electron sensor as displacement acquisition, and pressure sensor is as pressure acquisition.System adopts the software of independent research as the comprehensive post processing of image data, system synthesis micrometric displacement error control, the automation control system such as micro-oil circuit pressure is controlled, abnormal self-locking control centre, automatic switch oil pump control, the control that cuts off self-lock, screen display Data Control.Before jacking, should unify to debug the normal maneuverability of each automation control system, to guarantee normally carrying out in jacking process.
2) installation of monitoring equipment
Monitoring equipment is the corollary equipment of synchronous jacking system, is mainly pressure sensor, displacement transducer, dial gage etc.The pressure sensor on each road and displacement transducer are delivered to programmable logic controller by load and displacement signal.The operational order of sending according to control system, drives boost-up circuit, and pressure oil output makes corresponding cylinder movement.Pressure and displacement signal that programmable logic controller root Ju detects, constantly correction motion error, keeps each road binders cylinder synchronization lifting.Electrical control gear provides and shows displacement and pressure signal simultaneously.
The installation of displacement transducer should notice that installation site must be near support top jack position, and distance is controlled truly to reflect the displacement situation in jacking process with minimum distance.Pressure sensor guarantees supporting installation, truly reflects the pressure value that jack bears.Should dial gage be installed at beam base plate simultaneously and as auxiliary displacement, control and correct control measure.
6, system rejection
Before carrying out formal jacking work, first to guarantee the stability of system, therefore before construction, equipment, system are debugged repeatedly, it is just most important that personnel check information repeatedly.
1) the different personnel of the system inspection that rejects before jacking
After jack-up system installation, should guarantee rejection inspections more than two people, the isolation of the time that assurance two people's rejection checks, operating mode etc., to guarantee that the synchronous jacking system in jacking process can truly reflect the situation in jacking process.
2) personnel's careful work division of labor
Before jacking, administrative staff and the operating personnel of reply participation synchronization of jacking up carry out the clear and definite division of labor, and carry out detailed written confiding a technological secret.
3) information feedback and the inspection of transmission channel
The tool for transmitting of the information of this synchronization of jacking up is KENWOOD hand transceiver, and coverage is 5km, and language is unified in information transmission.
Before jacking, should unify for the local channel of not forbidding of constructing is as transmit message channel.Should check effective communication and the clarity of every Walkie talkie.
4) before jacking, should carry out spacing measure in the place at this connection beginning and ending place shrinkage joint, concrete measure is filled in seam for adopting with seam Wide and Heavy Plates, and the steel plate of Lin Liangduanchu should polish and be coated with silicone grease oil, being free to slide in assurance beam body jacking process.
Two, jacking
1, pre-jacking
The problem that pre-jacking (the beam body jack-up 5mm of take is as the criterion) main purpose may occur for a complete set of jack-up system of elimination, as inadequate in air pressure, the leakage of oil of oil circuit joint, pressure fuel pump etc., eliminate the nonelastic deformation that may occur in jacking process simultaneously.
Pre-jacking take jack push up to design load be control load, and should hold lotus 5min and unload above.After unloading, also should conscientiously check that on jack, lower steel plate has or not metaboly, the thickness of capable of regulating steel plate is to meet jacking requirement if desired simultaneously.
2, formal jacking
When jacking process is completely without leftover problem in advance, just can carry out formal jacking, during formal jacking, should strictly control the Synchronization Control of jacking pressure and jacking displacement, the displacement difference of jack can not surpass 2mm mutually, the inspection at each position of attention system in jacking process simultaneously, and a jacking puts in place, top lifting height should be advisable can remove bearing, and overall top lifting height is controlled in 0.8cm, as when reaching 0.8cm and still bearing can not be removed, need to reformulate jacking scheme (in Table 1).After formal jacking completes to temporary supporting systematic observation 3 days without the dismountable original column in abnormal conditions rear and bearing.
Table 1 jacking loading sequence
3, temporary supporting
Because jack can not be held lotus for a long time, in jacking, to design attitude, just can carry out the setting of temporary supporting, at temporary supporting, adopt 22b i iron to process, i iron upper and lower surface all adopts Plate Welding.The setting position next-door neighbour jack position of temporary supporting, and should suitably encrypt.
three,solely stub cutting
Temporary Piers jacking complete and firm after, start to cut off existing only stub, adopt integral cutting, segmentation blocked breaking removes, but considers the restriction of periphery headroom, cuts post and adopts the amputation of diamond fretsaw cutting mechanics, by construction method outer and that interior-layer layer is peeled off during construction.Cut only stub and divide two stages to implement, the height of first stage cutting is reserved highly consistent during with follow-up construction of beam, second stage after crossbeam concrete construction completes, dismounting remainder.
Four, construction of beam, pinner construction and bearing are installed
Construction of beam adopts full framing to construct, and beam template adopts high density compressed plate.Full framing first carries out ground processing before setting up, and as foundation surface has loose soil layer, with road roller, rolls the thick C20 concrete of rear making 10cm.The longitudinal every 4.5m of full framing arranges bridging one, and horizontal every 4.2m arranges bridging one, rack cross-bar 60cm, vertical rod 120cm, support has been set up and has been laid end web, and according to beam heavy 120% carry out precompressed.Crossbeam is built and is divided into base plate and web, top board two-step pouring, when concrete reaches after prescribed strength, carries out stretch-draw operation.
Pinner end face is less apart from space, original case soffit, and concrete is difficult for pouring into, and adopts manually with spade, to enter.In addition, the well operation of plug-in type vibrating rod, adopts at pinner template outside extension form vibrator and vibrates, and vibrator position is at 30cm and 75cm place bottom pinner.The position that the enough plug-in type vibrating rods of pinner end face concrete energy vibrate, then vibrate with vibrating head is oblique.
Bearing weight is larger, cannot adopt manually and directly be in place, and uses the lift truck erection support that adjustable-height is 0-100cm, first by the upper lift truck of bearing haul, then by dolly, is elevated to require height, and bearing is in place.Referring to Fig. 4.
Five, the beam that falls
After concrete strength reaches requirement, Jiang Yuanqiao again jacking, to being installed into new height of support, carries out the installation of new bearing, and new bearing should first be inspected by random samples before use, and bearing after the assay was approved can be used.
The beam that falls after crossbeam prestressed stretch-draw completes, the beam program that falls is contrary with jacking program, answers its program of strict implement.Fall beam to new bearing, the theoretical calculating with actual of downwarp producing due to crossbeam can produce certain deviation, so adopt the beam that falls in advance to verify the concrete data of crossbeam downwarp, adjust bearing steel plate thickness according to measured data, to guarantee that beam back axle line reaches predetermined elevation.
Before dropping down onto bearing carrying, should notice whether each pier slows down consistent, and whether change in displacement is consistent, while having big difference, should find out the beam that again falls after reason is processed.
Near crossbeam upper bracket, lay two 300T jack, jack top pad is established 30cm * 30cm * 2cm steel plate, and Jiang Yuanqiao drops down onto on jack, with former bridge elevation after observing beam, changes.According to former bridge elevation change conditions after the beam that falls, in conjunction with design mobile load distortion calculated data, calculate new bearing general thickness, to guarantee that under former bridge, backwardness reaches predetermined elevation.
The elevation of former bridge adopts relative elevation to detect, and before jacking, in jacking, dropping process, adopts displacement transducer to record former bridge elevation situation of change.
Former bridge construction is through sedimentation for many years, in stable state, and considers and falls the factor impact such as creep of newly-built transformation abutment stake sinking, crossbeam after beam, and former bridge case depth of beam exceeds 3～4mm before than transformation.
Six, the safety of support bracket is torn open and is moved
After a cutting process completion, when dismountable support bracket and steel pipe, according to the order contrary with erection sequence, to remove by inspection, tearing open of temporory structure moves and should carry out according to safe and orderly principle, the security protection when noting finished product protection simultaneously and removing.
Seven, monitoring
1, monitoring content and method
1), top lift monitoring
The actual top lift of each jack of Real-Time Monitoring.When the actual top lift of jack and theory differ 10%, need stop jacking, check and analyze reason, after solving, problem can continue jacking.
2), deformation monitoring
Place, pier position changing bearing, establishes two dial gage deflection observation measuring points at case beam lower edge, for carrying out the final control of top lifting process and top lifting amount.According to the actual conditions of on-the-spot bridge, a jacking of each pier supporting of transformation puts in place, and overall jacking amount is controlled in 5mm.In jacking process, special messenger is set each dial gage data are monitored in real time, the jacking displacement difference between each jack can not surpass 2mm.
3), high range monitoring
In jacking, prop up pedestal and adjacent Dun Chu arranges elevation measuring point, utilize precision level to carry out height measurement to each point, require the poor 5mm of being not more than of vertical displacement between each pier top, otherwise stop jacking.During construction of beam, each spot height is carried out to periodic observation, if there is sedimentation, adjust in time.
4), stress monitoring
According to the result that bridge is carried out after finite element program structural calculation, show, in beam body jacking process, jacking pier place girder section upper limb will produce larger tensile stress, arrange that two stress trajectory measuring points carry out stress trajectory at jacking pier section case back plate for this reason.
2,the surveillance and control measure of bearing replacement, installation
According to the designing requirement of bearing replacement and principle, worked out following surveillance and control measure:
Preparatory stage before A, back timber
1) check top lifting position, whether be controlled at the position of plan regulation;
2) check whether gap bridge cable affects back timber operation;
3) two reference points are respectively set changing a pedestal Dun Ding and adjacent Dun Dunding, at ramp bridge Abutment, two reference points are set, to determine the initial position of case beam, the jack-up displacement of control cabinet beam, and whether return to top lifting front position while falling beam;
4) at the bottom of inspection beam, whether indicated bearing position of center line;
5) the strain measuring point of arranging on inspection box beam (foil gage is attached on the longitudinal reinforcement of pier top section) and displacement measuring points;
B, back timber stage
1) check, record the initial reading of all displacement meters, and with strain measurement system, carry out the data acquisition of displacement meter and strain measuring point;
2), after top lifting, at every grade, load stable rear inspection record dial gage reading (controlling the top lifting displacement of every grade of loading); Observe the strained situation (guaranteeing the safety of structure after every grade of loading) of strain measuring point;
3) stop after back timber, check whether jack insurance hoop tightens;
4) after back timber, should carry out in time height measurement, calculate jack-up total displacement amount, and compare with the jack-up total displacement amount that dial gage reader calculates;
C, old bearing are removed and the construction of beam stage
In order to ensure safety, construction Central Plains Dun Ding wouldn't remove, and carries out relevant preparation, completes new construction of beam (now needing to remove original pier), and middle construction period is longer, treats that maintenance stretch-draw completes, and completes as far as possible soon the system conversion beam that falls.So, during construction of beam, each spot height being carried out to periodic observation, if there is sedimentation, adjust in time.
D, fall the beam stage
1) check whether jack insurance hoop unclamps;
2) when falling jack after rise, every one-level carries out Stress and displacement discharge observation;
3) whether inspection box beam falls back to the position before top lifting.
Claims (10)
1. an overpass bridge Frame Pier post underpinning construction method, comprise foundation pile construction, column construction, the construction of temporary support pier stud, original case back liter, construction of beam, pinner construction and bearing are installed, in construction, first complete foundation pile, after column and temporary support pier stud, original case beam is carried out to jacking, by original case beam support on Temporary Piers, original case beam and infrastructure are separated, then remove original case beam support, abolish original only stub, set up again Full space support construction crossbeam and bearing pad stone, complete after new frame construction, again lay bearing, original case beam is resetted, complete the stressed replacement of equivalence of newly-built structure and original only stub.
2. overpass bridge Frame Pier post underpinning construction method according to claim 1, it is characterized in that: described temporary support pier stud construction is included in original only stub surrounding four seamless steel pipe Temporary Piers are set, and with channel-section steel, four seamless steel pipe Temporary Piers are laterally welded between two, be linked to be an integral body, when Temporary Piers arranges, center and original case web center are on a vertical line, avoid newly-built pier stud, and guarantee not affect the construction of new construction.
3. overpass bridge Frame Pier post underpinning construction method according to claim 2, it is characterized in that: the based process of described Temporary Piers adopts diverse ways according to the height of geological condition and Temporary Piers, if bearing capacity of foundation soil better and highly lower, Temporary Piers basis adopts steel concrete to expand basis, at the Temporary Piers position excavation of choosing, expand basis, in support place of the basic Temporary Piers of expansion, squeeze into the timbers of many row's multiple rows, expand after basic timber is squeezed into and carry out test pile test, guarantee foundation bearing capacity; If Temporary Piers is higher or ground processing more just adopts steel pipe pile foundation, foundation bearing capacity need be through checking computations, and steel pipe pile foundation adopts pile driver to complete, and guarantees that its verticality meets code requirement during installation.
4. overpass bridge Frame Pier post underpinning construction method according to claim 3, it is characterized in that: when adopting steel concrete to expand basis, in order to ensure expanding basic bearing capacity, can also implant reinforcing bar at former only stub and the position that expands basic combination, spacing of reinforcement is uniform; When adopting steel pipe pile foundation, can also by being set, auxiliary cushion cap increase bearing capacity and the buckling safety factor of steel pipe pile foundation, guarantee that Temporary Piers bearing capacity meets the demands.
5. overpass bridge Frame Pier post underpinning construction method according to claim 2, it is characterized in that: described original case back liter comprises distribution beam is set, jack is set, jack is set, jacking and temporary supporting, wherein, after described seamless steel pipe Temporary Piers installs, at original case beam bottom position, arrange i iron distribution beam, in order not damage original case beam, between case beam base plate and distribution beam, placing rubber pad avoids rigidity to contact, between rubber pad and distribution beam, fill out and establish steel plate and control jack position uniform stressed, also can place laminated rubber bearing, and i iron distribution beam is set on neoprene bearing, guarantee that distribution beam Support Position and jack position of center line are on same straight line, in construction, use guide chain that distribution beam is fixed on to case beam bottom,
In distribution beam, jack is set after setting completed again, according to the upper load of bridge and security standpoint, consider, through checking computations repeatedly, determine that branch arranges jack on four steel pipe pier studs, and arrange and widen steel plate at jack top, plate size is greater than jack end face size;
Jacking adopts DR-LON-5000-DQP automatic synchronization jack-up system, synchronous jacking system is supporting monitoring equipment, adopt the dual control of displacement and jacking pressure to control foundation as jacking, external data collection is usingd displacement electron sensor as displacement acquisition, pressure sensor is as pressure acquisition, system synthesis micrometric displacement error control, the automation control system such as micro-oil circuit pressure is controlled, abnormal self-locking control centre, automatic switch oil pump control, the control that cuts off self-lock, screen display Data Control;
Because jack can not be held lotus for a long time, in jacking, to design attitude, just can carry out the setting of temporary supporting, temporary supporting adopts 22b i iron to process, i iron upper and lower surface all adopts Plate Welding, the setting position next-door neighbour jack position of temporary supporting, and should suitably encrypt.
6. overpass bridge Frame Pier post underpinning construction method according to claim 5, it is characterized in that: described monitoring equipment is mainly pressure sensor, displacement transducer and dial gage, the pressure sensor on each road and displacement transducer are delivered to programmable logic controller by load and displacement signal, the operational order of sending according to control system, drive boost-up circuit, pressure oil output makes corresponding cylinder movement, pressure and displacement signal that programmable logic controller root Ju detects, continuous correction motion error, keep each road binders cylinder synchronization lifting, electrical control gear provides and shows displacement and pressure signal simultaneously, the installation of displacement transducer should notice that installation site must be near support top jack position, distance is controlled truly to reflect the displacement situation in jacking process with minimum distance, pressure sensor guarantees supporting installation, the pressure value that true reflection jack bears, should dial gage be installed at beam base plate simultaneously and as auxiliary displacement, control and correct control measure.
7. overpass bridge Frame Pier post underpinning construction method according to claim 5, it is characterized in that: described jacking comprises pre-jacking and formal jacking, wherein, described pre-jacking take jack push up to design load be control load, and should hold lotus 5min and unload above, the leakage problem that may occur to eliminate a complete set of jack-up system is eliminated the nonelastic deformation that may occur in jacking process simultaneously; During described formal jacking, should strictly control the Synchronization Control of jacking pressure and jacking displacement, the displacement difference of jack can not surpass 2mm mutually, a jacking puts in place, top lifting height should be advisable can remove bearing, and overall top lifting height is controlled in 0.8cm, after formal jacking completes to temporary supporting systematic observation 3 days without the dismountable original column in abnormal conditions rear and bearing.
8. overpass bridge Frame Pier post underpinning construction method according to claim 1, it is characterized in that: described original case back liter complete and firm after, start to cut off original only stub, adopt integral cutting, segmentation blocked breaking removes, but consider the restriction of periphery headroom, during construction, cut post and adopt the amputation of diamond fretsaw cutting mechanics, by construction method outer and that interior-layer layer is peeled off, cutting pier stud divides two stages to implement, the height of first stage cutting is reserved highly consistent during with follow-up construction of beam, second stage after crossbeam concrete construction completes, dismounting remainder.
9. overpass bridge Frame Pier post underpinning construction method according to claim 1, it is characterized in that: described construction of beam adopts full framing to construct, beam template adopts high density compressed plate, full framing first carries out ground processing before setting up, the longitudinal every 4.5m of full framing arranges bridging one, horizontal every 4.2m arranges bridging one, rack cross-bar 60cm, vertical rod 120cm, support has been set up and has been laid end web, and according to beam heavy 120% carry out precompressed, crossbeam is built and is divided into base plate and web, top board two-step pouring, when concrete reaches after prescribed strength, carry out stretch-draw operation, pinner end face is less apart from space, original case soffit, concrete is difficult for pouring into, adopt manually with spade, to enter, in addition, the well operation of plug-in type vibrating rod, adopts at pinner template outside extension form vibrator and vibrates, and vibrator position is at 30cm and 75cm place bottom pinner, the position that the enough plug-in type vibrating rods of pinner end face concrete energy vibrate, then vibrate with vibrating head is oblique.
10. overpass bridge Frame Pier post underpinning construction method according to claim 1, it is characterized in that: when bearing is installed, bearing weight is larger, cannot adopt manually and directly be in place, use the lift truck erection support that adjustable-height is 0-100cm, first by the upper lift truck of bearing haul, again dolly is elevated to certain altitude, bearing is in place, beam falls after crossbeam prestressed stretch-draw completes, near crossbeam upper bracket, lay two 300T jack, jack top pad is established steel plate, original case beam is dropped down onto on jack, with former bridge elevation after observing beam, change, according to former bridge elevation change conditions after the beam that falls, in conjunction with design mobile load distortion calculated data, calculate new bearing general thickness, to guarantee that under former bridge, backwardness reaches predetermined elevation, former bridge construction is through sedimentation for many years, in stable state, and consider that newly-built transformation abutment stake sinks, the crossbeam factor impact such as creep, fall after beam, former bridge case depth of beam exceeds 3～4mm before transforming,
After a cutting process completion, when dismountable support bracket and steel pipe, according to the order contrary with erection sequence, to remove by inspection, tearing open of temporory structure moves and should carry out according to safe and orderly principle, the security protection when noting finished product protection simultaneously and removing.
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| CN116104346B (en) * | 2023-04-10 | 2023-08-22 | 中国电建集团山东电力建设第一工程有限公司 | Cross arm lifting type electric pole |
| CN116104346A (en) * | 2023-04-10 | 2023-05-12 | 中国电建集团山东电力建设第一工程有限公司 | Cross arm lifting type electric pole |
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Application publication date: 20140813 |