CN103726450A - Simply-supported slab bridge jack-up method and height-adjustable combined cushion structure applied therein - Google Patents
Simply-supported slab bridge jack-up method and height-adjustable combined cushion structure applied therein Download PDFInfo
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- CN103726450A CN103726450A CN201310731951.1A CN201310731951A CN103726450A CN 103726450 A CN103726450 A CN 103726450A CN 201310731951 A CN201310731951 A CN 201310731951A CN 103726450 A CN103726450 A CN 103726450A
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Abstract
The invention discloses a simply-supported slab bridge jack-up method and a height-adjustable combined cushion structure applied therein. The simply-supported bridge jack-up method includes: firstly, setting up distributive girders under a girder, arranging jacks and putting up temporary supports, and then entirely synchronously jacking up a simply-supported slab to the height 1-3mm higher than design elevation; preliminarily supporting the bridge by the aid of the height-adjustable combined cushion structure and supports prior to performing zero-clearance girder falling to the designed elevation, and then demounting the jacks and the temporary supports. The height-adjustable combined cushion structure comprises a precast portion composed of precast supports and a height-adjustment combined mechanism capable of adjusting the height of the precast supports and a cast-in-situ portion coating a height-adjustable mechanism and part of the precast supports. The simply-supported slab bridge jack-up method and the height-adjustable combined cushion structure applied therein have the advantages of high applicability, controllable security, high construction precision, high operability, high economical efficiency, good application prospect and the like, thereby being capable of being used in support replacement projects of expressways and the bridges of urban roads and especially applicable to jack-up engineering when jack-up height of a sole-across simply-supported girder (slab) is larger than the stroke of one jack.
Description
Technical field
The invention belongs to technical field of bridge engineering, a kind of Supported Slab Bridge is risen method and a kind of adjustable height combination mat stone structure being applied in the method specifically.
Background technology
Since nearly ten years, many speedways and Urban Road Network require to need to implement reorganization and expansion because not meeting growing traffic, require many Supported Slab Bridge to carry out appropriate lifting reconstruction, to guarantee that highway network is connected smooth-going, improve driving comfort level and bridge safty, further to promote the grade of service of highway network.Conventionally the jack-up method adopting is: jack is directly positioned on the bent cap or cap of pier, every a slice plate-girder is single-ended is arranged symmetrically with N or 2N(N is the sheet number of same straddle beam side by side) individual jack, by a pumping plant, controlled, adopt Multi-point synchronization jacking mode to carry out synchronization of jacking up to single span plate-girder, jacking on one side adopts steel plate or steel pad box to carry out interim pad on one side, jacking is after operation absolute altitude (being generally greater than 1～10 centimetre of design elevation), jack continues static strength, until after new pinner and bearing constructed, jack release falls beam to design elevation, complete bearing replacement.
When Supported Slab Bridge is carried out low height (be less than single jack and use stroke, generally in 5 centimetres) jacking replacing bearing, generally do not need newly-built pinner, available steel plate replaces; When bearing is changed in the large height of Supported Slab Bridge (be greater than single jack and use stroke, generally more than 5 centimetres) jacking, can not with steel plate, replace again, must again build new pinner.Under both of these case, conventionally there is a following Technological Economy difficult problem:
1. for the little Supported Slab Bridge across footpath, due to single plate beam deadweight light (in general 20 tons), the oil pressure output ultralow (in 5 MPas) needing while making each jack jacking, will cause: 1. the top lift relative error of jack is larger the more difficult control of synchronism of each Jacking point; 2. the top lift absolute error of jack is larger, the more difficult control of jacking speed of each Jacking point.The most easily cause Supported Slab Bridge hinge seam cracking, bring additional injury, and top lifting height is higher to bridge, additional injury is larger.But the operating space of installing for reserving pinner construction and bearing, during practice of construction, general jacking, to operating absolute altitude (needing 1～10 centimetre, super top), inevitably brings unnecessary additional injury to bridge; In addition, synchronism and the stability of existing multiple spot Lifting Equipment in super roof fall beam process is difficult to guarantee, conventionally can when falling beam, cause larger additional internal force and distortion, further causes hinge seam cracking.Therefore, how to avoid the jacking of jack ultralow pressure, the use oil pressure of lifting jack, reduces the super heights of roofs of beam body, prevents Supported Slab Bridge hinge seam cracking, has become first design and construction difficult problem.
2. the distance of Supported Slab Bridge and bent cap or cap end face is generally in 6 centimetres, jack can only adopt the ultra-thin jack that stroke is little (use stroke many in 5 centimetres) while being directly positioned on the bent cap of pier or cap jacking, for large height jacking, change bearing, need to carry out repeatedly jacking and the beam that repeatedly falls, greatly reduce the synchronism of jacking, improved the possibility of hinge seam cracking.How to avoid the restriction of the jack that less initial jacking space can only less stroke, and adopt the large stroke jack that controllability is good as far as possible, become second design and construction difficult problem.
3. in 20 centimetres, there is the jack-up construction of low height and large height in the top lifting height of the Supported Slab Bridge of general reorganization and expansion simultaneously, 20 centimetres too little with interior construction space, is not enough to setting-out and installation at the bottom of beam easily and accurately; For the large height jacking of Supported Slab Bridge, need first at former support position, to reset bearing pad stone, then place new neoprene bearing, 20 centimetres of material spaces that enter that there is no concreting with interior height on new pinner.How in less construction headway, to complete pinner construction and bearing replacement, guarantee the material space that enters of concreting, become a 3rd design and construction difficult problem.
4. for Supported Slab Bridge; general single plate beam is provided with four bearings and four pinners; make on bent cap or cap convex-concave structure more; if adopt one to one jack to be directly positioned on the bent cap of pier or cap, carry out jacking; the placement location of jack is very limited, conventionally can bring construction space difficulty.The particularly large height jacking of Supported Slab Bridge, need to carry out repeatedly jacking and the beam that repeatedly falls, and with regard to adopting steel plate or steel pad box to carry out interim pad, so more brings the limited difficult problem of construction space.The quantity that how to reduce jack and interim pad, discharges the operating space on bent cap or cap, has become a 4th design and construction difficult problem.
5. for the large height jacking of Supported Slab Bridge, because construction space is less, cannot by bar planting, strengthen the connection between new and old pinner in former pinner position, particularly for the jacking that surpasses 20 centimetres, change the situation of bearing, pinner with reliable connection of former bent cap and cap end face seem even more important.How to guarantee that the new pinner under new bearing is reliably connected with former bent cap or cap end face, guarantee that the technical standard of transformation axle casing is constant, become a 5th design and construction difficult problem.
6. conventionally Supported Slab Bridge jacking needs that every a slice plate-girder is single-ended is arranged symmetrically with N or 2N(N is the sheet number of same straddle beam side by side) individual jack.For the little Supported Slab Bridge across footpath, because single plate beam is conducted oneself with dignity light (in 20 tons), so not only technical inadaptable, economy is non-constant also, so, how to reduce the quantity of jack, reduces construction cost, has become first economic headache.
7. Supported Slab Bridge jacking puts in place until the beam that falls needs the engineering time of at least ten days, and in this process, multiple spot Lifting Equipment and other interim pads must keep static stressed duty, need to consume a more interim pading plate and the machine-team expense of Lifting Equipment.Due to after Supported Slab Bridge jacking puts in place, Lifting Equipment can not be removed, and has so greatly increased construction cost.How to reduce the static stressed working time of jack, reduce construction cost, become second economic headache.
Summary of the invention
For five the design and construction difficult problems and two economy problems that exist in background technology, the object of the invention is to propose a kind of Supported Slab Bridge and rise method and combination mat stone structure thereof, avoid the restriction of the jack that less initial jacking space can only less stroke, reduce the super heights of roofs of jack, the use oil pressure of lifting jack, improve the synchronism of jacking, thereby effectively prevent Supported Slab Bridge hinge seam cracking; Meanwhile, improve the reliability that new pinner is connected with bent cap or cap end face, guarantee that the technical standard of transformation axle casing is constant; And, discharge the operating space on bent cap or cap, increase the material space that enters of concreting, and the construction space of pinner and bearing, improve construction feasibility; And, reduce quantity and the static stressed working time of jack of interim pad, jack, greatly improve the economy that Supported Slab Bridge is risen transformation.
For achieving the above object, the Supported Slab Bridge that the present invention adopts is risen method, it is characterized in that comprising the following steps:
(1) by the suitable distance L of spanning distance from bottom pier center line
1direction across bridge levelling, this distance L
1to ensure enough working spaces;
(2) along along bridge to levelling place arrange elongated distribution beam, and in distribution beam bottom the jack of suitable location arrangements some, and below jack, build jack temporary supporting;
(3) remove bridge related constraint, each jack synchronization of jacking up is to design elevation h
1the height h that rear continuation jacking is certain
2;
(4) take off former bearing, the pre-erection of adjustable height combination mat stone structure is installed, described pre-erection comprises precast support seat, and described precast support seat bottom is fixedly connected with and is useful on the height-regulating mechanism that regulates precast support seat height:
First, turn down pre-erection and be arranged on former support position;
Then, at pre-erection top, new bearing is installed, is heightened pre-erection, at the bottom of making new bearing hold out against bridge;
(5) the synchronous pressure release of jack, by pre-erection and new seat supports bridge;
(6) remove jack, distribution beam and jack temporary supporting;
(7) build the cast-in-place part of adjustable height combination mat stone structure, described cast-in-place part comprises cast-in-situ template and pouring material:
First, at pre-erection, arrange cast-in-situ template around;
Then, in cast-in-situ template, build pouring material, make former bearing pad stone, height-regulating mechanism and partial precast supporting seat be positioned at cast-in-place part;
Finally, after pouring material is fixed, remove cast-in-situ template.
Preferably, built after cast-in-place part, adjustable height combination mat stone structure has been rested and reorganized with anticorrosion.
Preferably, L in described step (1)
1span be 1.2～3 meters.
Further preferred, in described step (1), after direction across bridge levelling, in levelling place, leveling layer is set, in distribution beam described in leveling layer arranged beneath.Like this, can further increase the flatness of jacking face, further prevent Supported Slab Bridge hinge seam cracking.
Preferably, in described step (2), be to arrange 2～6 jack in same row's distribution beam bottom, and same row's jack have at least be no less than 2 independently hydraulic power unit passage control.
Preferably, the operational forces of described jack is its nominal load-bearing capacity 20%～80%.
Further preferred, the Supported Slab Bridge jacking of having relatively high expectations for synchronism, each hydraulic power unit also needs to coordinate displacement transducer, oil pressure sensor and safety valve jointly to use, and Bing You control centre controls in real time, jointly completes continuous lifting operation.
Preferably, height h in described step (3)
2span be 1～3 millimeter.
Preferably, described step (3) synchronously arranges interim pad in the process of jacking, and described interim pad is removed before the synchronous pressure release of step (5) jack.Like this, can in jacking process, play a protective role, increase the safety of work progress.
Preferably, new height of support H in described step (4)
1+ pre-erection height H
2=top lifting height H
3+ former height of support H
4, top lifting height H wherein
3=design elevation h
1+ h
2.
Preferably, the pouring material in described step (7) is the sub-concrete of microlith or grouting material.
Be applied to above-mentioned Supported Slab Bridge rise in method can high jump combination mat stone structure, it is characterized in that: comprise pre-erection and cast-in-place part;
Described pre-erection comprises precast support seat and height-regulating mechanism, and described height-regulating structure comprises a plurality of adjusting screw(rod)s, and described adjusting screw(rod) one end and precast support seat bottom surface are fixed, and the other end is arranged with adjusting nut;
Described cast-in-place part comprises cast-in-situ template and pouring material, and described pre-erection is positioned at described pouring material, and the end face of described pre-erection is not less than described pouring material end face.
Preferably, described precast support seat comprises uncovered steel box, is full of the grouting material concordant with described uncovered steel box top in described uncovered steel box.
Further preferred, in described uncovered steel box, uniform a plurality of length is less than the screw thread steel column of uncovered steel box height.Like this, by screw thread steel column, grouting material and uncovered steel box are linked to be to an integral body.
Further preferred, the Length Ratio uncovered steel box height of described screw thread steel column is little 1～2 centimetre.
Preferably, in described pouring material in length and breadth, the staggered reinforced mesh that is provided with up and down.
The invention has the beneficial effects as follows: the advantage such as applicability is high, safety is controlled, construction precision is high, strong operability, economical, application prospect are good.The bearing replacement engineering that can be used for bridge on speedway and municipal highway, is adapted to solely across simply supported beam (plate) top lifting height, be greater than the jacking engineering of a jack stroke especially.
Applicability is high: the bearing replacement engineering that is applicable to bridge on speedway and municipal highway; Both be adapted to steel bridge, be also adapted to concrete bridge, and be adapted to especially solely across Supported Slab Bridge top lifting height, be greater than the jacking engineering of a jack stroke.
Safety is controlled: 1. without carrying out other the beam action that falls of uncontrollable Centimeter Level, only need by floor elevation measure and be located in beam before hold out against the final installed height mark of accurately controlling bearing, can realize the controlled gapless of the safety beam that falls, effectively prevent hinge seam cracking in jacking overall process.2. adopt the pre-erection of combination mat stone structure to bear in advance the weight of jacking plate-girder, from constructing, reduced the super heights of roofs of centimetre rank of jack, improved the synchronism of jacking and the beam that falls, effectively improve the degree of safety of large height jacking process; 3. by reducing the usage quantity of jack, improve the use oil pressure of jack, reduce jack jacking synchronism control difficulty, thus the safety of slab and girder while guaranteeing jacking.4. by distribution beam is set, will carry out jacking with forming integral body across beam body, greatly reduce possibility and the degree of hinge seam cracking in jacking overall process.5. the structure by embedded former bearing pad stone improves the reliability that combination mat stone structure is connected with bent cap or cap end face, can effectively guarantee pressure-bearing, the shearing resistance of combination mat stone structure, the performance of cracking resistance, thus the safety of assurance bridge construction; 6. distribution beam structure used, temporary support structure and combination mat stone structure, the standard material such as truss, shaped steel, steel plate, rod iron, nut, screw rod, concrete, grouting material that is technology maturation is processed to form, simple in structure, connect clear and definite, without special process, all can on-the-spot processing and fabricating be installed by check, main force structure safety is controlled.
Construction precision is high: 1. by minimizing, surpass top board beam, and adopt the pre-erection of combination mat stone structure to reduce the requirement to construction space under bridge, greatly simplified the controlled condition that Luo Liang and new bearing are installed, effectively guaranteed the precision of new bearing installation location; 2. can realize the strict control to the pre-erection end face planeness of combination mat stone structure, guarantee that new bearing is accurately in place.3. by distribution beam is set, will carry out jacking with forming integral body across beam body, be conducive to improve jacking control accuracy.
Strong operability: 1. the structure such as distribution beam structure used, temporary support structure and combination pinner is light and handy, connects simply, coordinates small-sized lifting facility, can realize artificial side fortune and install; 2. by distribution beam is set, carrying out jacking, both guaranteed jacking synchronism control, is again that pinner and bearing construction have reserved enough working spaces, has greatly improved the operability of large height jacking; When 3. combination mat stone structure is constructed, pre-erection is first accurately installed, then low clearance is built cast-in-place part, not only guarantee construction precision, also discharged the operating space on bent cap or cap, increased the material space that enters of concreting, good construction feasibility is provided; 4. can adopt the jack of the large height jacking of minority stroke to carry out synchronism jacking, both avoid the restriction of the jack that less initial jacking space can only less stroke, improve again the operability of jack system.
Economical: 1. distribution beam structure used, temporary support structure and combination pinner etc. are to adopt common process technique and common material processing and fabricating to form, and assembling is simple, and the direct engineering cost of constructing is lower; 2. complete method has reduced quantity and the static stressed working time of jack of interim pad and jack, effectively reduced input, has greatly improved the economy that Supported Slab Bridge is risen transformation.
Application prospect is good: comply with the theory that engineering circles is advocated energy-conserving and environment-protective, in the engineering that adopts synchronization of jacking up mode to carry out jacking replacing bearing by Supported Slab Bridge, will get more and more, method and combination mat stone structure thereof that the Supported Slab Bridge that the present invention proposes is risen, there is good engineering adaptability, greatly reduce the technical risk of such engineering, improve economy, there is extraordinary application prospect and promotional value.
Accompanying drawing explanation
Fig. 1 is that the facade of combination mat stone structure pre-erection disclosed by the invention is arranged schematic diagram;
Fig. 2 is the layout schematic diagram of combination mat stone structure pre-erection disclosed by the invention;
Fig. 3 is that the facade of the cast-in-place part of combination mat stone structure disclosed by the invention is arranged schematic diagram;
Fig. 4 is the layout schematic diagram of the cast-in-place part of combination mat stone structure disclosed by the invention;
Fig. 5 is that the facade of combination mat stone structure disclosed by the invention is arranged schematic diagram;
Fig. 6 is the embodiment one that Supported Slab Bridge disclosed by the invention is risen method;
Fig. 7 is the embodiment two that Supported Slab Bridge disclosed by the invention is risen method.
In figure: heighten combination mat stone structure 1, pre-erection 2, cast-in-place part 3, new bearing 4, former bearing pad stone 5, former bearing 6, spanning 7, pier 8, distribution beam 9, jack 10, jack temporary supporting 11, leveling layer 12;
Wherein: precast support seat 2.1, uncovered steel box 2.11, grouting material 2.12, screw thread steel column 2.13, height-regulating mechanism 2.2, adjusting screw(rod) 2.21, adjusting nut 2.22, water template 3.1, pouring material 3.2, reinforced mesh 3.3.
The specific embodiment
As depicted in figs. 1 and 2, adjustable height combination mat stone structure 1 comprises pre-erection 2, and described pre-erection 2 comprises precast support seat 2.1 and height-regulating mechanism 2.2;
Described precast support seat 2.1 comprises uncovered steel box 2.11, is full of the grouting material 2.12 concordant with described uncovered steel box 2.11 end faces in described uncovered steel box 2.11.Preferably, a plurality of Length Ratio uncovered of the interior uniform welding of described uncovered steel box 2.11 steel box 2.11 screw thread steel columns 2.13 of highly little 1～2 centimetre.Like this, by screw thread steel column 2.12, grouting material 2.12 and uncovered steel box 2.11 are linked to be to an integral body.The cross section of uncovered steel box 2.11 can be for square or circular, and it adopts the steel plate of 3～8 millimeters thick or steel column to form side plate, adopts the steel plate of 10～20 cm thicks to form base plate, and uncovered steel box 2.11 has cuff effect, doublely does the template that grouting material 2.12 is built; Grouting material 2.12 fillings are in uncovered steel box 2.11, and after moulding, its end face needs smoothly to lay new bearing 4; Screw thread steel column 2.13 arranges symmetrically and evenly and is welded in uncovered steel box 2.11 base plates inner sides, and grouting material 2.12 and uncovered steel box 2.11 are linked to be to integral body, and its arrangement pitch can be selected 5～10 centimetres, and its Length Ratio uncovered steel box side plate height is little approximately 1～2 centimetre;
Described height-regulating structure 2.2 comprises a plurality of adjusting screw(rod)s 2.21, and described adjusting screw(rod) 2.21 one end and uncovered steel box 2.11 bottom surfaces are welded and fixed, and the other end is arranged with adjusting nut 2.22; Adjusting screw(rod) 2.21 is arranged symmetrically with and is welded in uncovered steel box 2.11 base plate bottom surfaces, and it is processed by fine thread reinforcing bar, under uncovered steel box 2.11 base plates, can be arranged symmetrically with 3～4 adjusting screw(rod)s 2.21; Adjusting nut 2.22 is placed on adjusting screw(rod) 2.11, the maximum total height that adjusting screw(rod) 2.21 is reliably connected with adjusting nut 2.22 is greater than half of pre-erection 2 height, adjusting nut 2.22 has the function of adjustable ± 2 cm heights together with adjusting screw(rod) 2.11, and can bear the end reaction that safety is born Supported Slab Bridge.
As shown in Figure 3 and Figure 4, adjustable height combination mat stone structure 1 comprises cast-in-place part 3, described cast-in-place part 3 comprises cast-in-situ template 3.1 and pouring material 3.2, the height-regulating mechanism 2.12 of described pre-erection 2 and partial precast supporting seat 2.11 are positioned at described pouring material 3.2, are also that the end face of described pre-erection 2.1 is not less than described pouring material 3.2 end faces; The sub-concrete of the optional microlith of described pouring material 3.2 or grouting material.Preferably, in pouring material 3.2 in length and breadth, the staggered reinforced mesh 3.3 that is provided with up and down.
Cast-in-situ template 3.1 can be steel sheet frame, also can be normal wood template, PVC template to drawing, the end face of cast-in-situ template 3.1 is no less than 2 centimetres higher than uncovered steel box 2.11 plate top surfaces, more former seat cushion of size 5 stone sizes of cast-in-situ template 3.1 are slightly large, meet the requirement that the sub-concrete of microlith or grouting material are built; Reinforced mesh 3.3 is local fixing minor diameter steel mesh reinforcement, is the distributing bar of the sub-concrete of microlith or grouting material, improves cracking resistance and the globality of cast-in-place part 3; The sub-concrete of little microlith or grouting material should have that workability is good, the function of Self-leveling, can closely knit filling pre-erection 2 spaces of uncovered steel box below 2.11.
As shown in Figure 5, adjustable height combination mat stone structure 1 comprises pre-erection 2 and cast-in-place part 3, the end face of cast-in-situ template 3.1 is no less than 2 centimetres higher than uncovered steel box 2.11 plate top surfaces, like this, pre-erection 2 be can be good at former basis reliably fixing by cast-in-place part 3, there is again enough spaces of building simultaneously.More former bearing pad stone 5 sizes of size of cast-in-situ template 3.1 are slightly large, meet the sub-concrete of microlith or grouting material former bearing pad stone 5 is coated on to the requirement that build castable 3.2 inside; New height of support H
1+ pre-erection height H
2=top lifting height H
3+ former height of support H
4, top lifting height H wherein
3=design elevation h
1+ h
2, h wherein
2for jack synchronization of jacking up is to design elevation h
1the height of rear continuation jacking; Bent cap top and distance H at the bottom of beam=new height of support H
1+ pre-erection height H
2+ former bearing pad stone height H
5=top lifting height H
3+ former height of support H
4+ former bearing pad stone height H
5.
As shown in Figure 6, for Supported Slab Bridge disclosed by the invention, determine the embodiment one of high method:
(1) by spanning 7 distance from bottom pier 8 centre line L
1the position direction across bridge levelling of=1.2～3 meters, arranges distance L
1object be to guarantee that promising follow-up operation provides enough spaces.
(2) along along bridge to levelling place arrange elongated distribution beam 9, and at the jack 10 of the suitable location arrangements some in distribution beam 9 bottoms, and below jack 10, build jack temporary supporting 11; Generally, guaranteeing L
1the enough situation of distance under, now distribution beam 9 is not less than 60 centimetres with the minimum range of pier 8, to guarantee that subsequent job has enough operating spaces;
Preferably, after step (1) direction across bridge levelling, in levelling place, leveling layer 12 is set, in leveling layer 12 arranged beneath distribution beam 9; Described leveling layer 12 is the cuboid of 86*60*10 centimetre, like this, can further increase the flatness of jacking face, further prevents Supported Slab Bridge hinge seam cracking.
Preferably, the jack 10 of arranging in described step (2) requires its general safety coefficient to be greater than 2, and synchronism is controlled.It can adopt following method for arranging to reach general safety coefficient and be greater than 2, the construction requirement that synchronism is controlled: in same row's distribution beam 9 bottoms, arrange 2～6 jack 10, and same row's jack 10 have at least be no less than 2 independently hydraulic power unit passage control; The operational forces of jack 10 is 20%～80% of its nominal load-bearing capacity; For 50 centimetres of above super large height jackings, each hydraulic power unit also needs to coordinate displacement transducer, oil pressure sensor and safety valve jointly to use, and Bing You control centre controls in real time, jointly completes continuous lifting operation.
(3) remove bridge related constraint, each jack 10 synchronizations of jacking up are to design elevation h
1rear continuation top lifting height h
2=1～3 millimeters;
Preferably, described step (3) synchronously arranges interim pad (not shown) in the process of jacking, and described interim pad is removed before the synchronous pressure release of step (5) jack 10.Like this, can in jacking process, play a protective role, increase the safety of work progress.
(4) take off former bearing 6, the pre-erection 2 of adjustable height combination mat stone structure 1 be installed:
First, rotation adjusting nut 2.22 is turned down pre-erection 2 and pre-erection 2 is arranged on to former bearing 6 positions;
Then, at precast support seat 2.1 tops, new bearing 4 is installed, rotation adjusting nut 2.22 is heightened pre-erection 2, at the bottom of making new bearing 4 hold out against bridge;
Pre-erection 2 is carried out before construction prerequisite, wherein: new height of support H
1+ pre-erection height H
2=top lifting height H
3+ former height of support H
4, top lifting height H wherein
3=design elevation h
1+ h
2; Bent cap top and distance H at the bottom of beam=new height of support H
1+ pre-erection height H
2+ former bearing pad stone height H
5=top lifting height H
3+ former height of support H
4+ former bearing pad stone height H
5.
(5) the synchronous pressure release of jack 10, by pre-erection 2 and new bearing 4 supporting bridges;
(6) remove jack 10, distribution beam 9 and jack temporary supporting;
(7) build the cast-in-place part 3 of adjustable height combination mat stone structure 1:
First, at pre-erection 2, around arrange and then with cast-in-situ template 3.1, former bearing pad stone 5, reinforced mesh 3.3, pre-erection 2 are surrounded reinforced mesh 3.3, more former bearing pad stone 5 sizes of size of cast-in-situ template 3.1 are slightly large;
Then, in cast-in-situ template, build pouring material 3.2, make in former bearing pad stone 5, height-regulating mechanism 2.2 and partial precast supporting seat 2.1; Pouring material 3.2 can be selected the sub-concrete of microlith or grouting material.
Finally, after pouring material 3.2 is fixed, remove cast-in-situ template 3.1.
(8) built after cast-in-place part 3, adjustable height combination mat stone structure 1 has been repaired with anticorrosion.
Fig. 7 is embodiments of the present invention two, and it is from the main distinction of embodiment one: the position of levelling is different, and distribution beam is positioned at bridge pier outside rather than a kind of bridge pier inner side of embodiment; The height of pre-erection is different simultaneously; In other structures and construction method, be consistent, therefore do not do tired stating.
Claims (10)
1. Supported Slab Bridge is risen a method, it is characterized in that comprising the following steps:
(1) by the suitable distance L of spanning distance from bottom pier center line
1direction across bridge levelling, this distance L
1to ensure enough working spaces;
(2) along along bridge to levelling place arrange elongated distribution beam, and in distribution beam bottom the jack of suitable location arrangements some, and below jack, build jack temporary supporting;
(3) remove bridge related constraint, each jack synchronization of jacking up is to design elevation h
1the height h that rear continuation jacking is certain
2;
(4) take off former bearing, the pre-erection of adjustable height combination mat stone structure is installed, described pre-erection comprises precast support seat, and described precast support seat bottom is fixedly connected with and is useful on the height-regulating mechanism that regulates precast support seat height:
First, turn down pre-erection and be arranged on former support position;
Then, at pre-erection top, new bearing is installed, is heightened pre-erection, at the bottom of making new bearing hold out against bridge;
(5) the synchronous pressure release of jack, by pre-erection and new seat supports bridge;
(6) remove jack, distribution beam and jack temporary supporting;
(7) build the cast-in-place part of adjustable height combination mat stone structure, described cast-in-place part comprises cast-in-situ template and pouring material:
First, at pre-erection, arrange cast-in-situ template around;
Then, in cast-in-situ template, build pouring material, make former bearing pad stone, height-regulating mechanism and partial precast supporting seat be positioned at cast-in-place part;
Finally, after pouring material is fixed, remove cast-in-situ template.
2. Supported Slab Bridge according to claim 1 is risen method, it is characterized in that: L in described step (1)
1span be 1.2～3 meters.
3. Supported Slab Bridge according to claim 1 is risen method, it is characterized in that: in described step (1), after direction across bridge levelling, in levelling place, leveling layer is set, in distribution beam described in leveling layer arranged beneath.
4. Supported Slab Bridge according to claim 1 is risen method, it is characterized in that: in described step (2), be to arrange 2～6 jack in same row's distribution beam bottom, and same row's jack have at least be no less than 2 independently hydraulic power unit passage control.
5. Supported Slab Bridge according to claim 1 is risen method, it is characterized in that: height h in described step (3)
2span be 1～3 millimeter.
6. Supported Slab Bridge according to claim 1 is risen method, it is characterized in that: described step (3) synchronously arranges interim pad in the process of jacking, and described interim pad is removed before the synchronous pressure release of step (5) jack.
7. Supported Slab Bridge according to claim 1 is risen method, it is characterized in that: new height of support H in described step (4)
1+ pre-erection height H
2=top lifting height H
3+ former height of support H
4, top lifting height H wherein
3=design elevation h
1+ h
2.
8. be applied to above-mentioned Supported Slab Bridge and rise the adjustable height combination mat stone structure in method, it is characterized in that: comprise pre-erection and cast-in-place part;
Described pre-erection comprises precast support seat and height-regulating mechanism, and described height-regulating structure comprises a plurality of adjusting screw(rod)s, and described adjusting screw(rod) one end and precast support seat bottom surface are fixed, and the other end is arranged with adjusting nut;
Described cast-in-place part comprises cast-in-situ template and pouring material, and described pre-erection is positioned at described pouring material, and the end face of described pre-erection is not less than described pouring material end face.
9. adjustable height combination mat stone structure according to claim 8, is characterized in that: described precast support seat comprises uncovered steel box, is full of the grouting material concordant with described uncovered steel box top in described uncovered steel box.
10. adjustable height combination mat stone structure according to claim 8, is characterized in that: in described uncovered steel box, uniform a plurality of length is less than the screw thread steel column of uncovered steel box height.
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Address after: Room 2101-2104, 21 / F, unit a, block a, Hubei science and technology venture building, Xiaohongshan East District, Wuchang District, Wuhan City, Hubei Province, 430061 Patentee after: CCCC Road & Bridge Special Engineering Co.,Ltd. Address before: 430071 20 / F, Dongsha building, 122 Zhongbei Road, Wuchang, Wuhan, Hubei Province Patentee before: CCCC ROAD & BRIDGE SPECIAL ENGINEERING Co.,Ltd. |