CN103726450B - Supported Slab Bridge rises method and adjustable height combination mat stone structure thereof - Google Patents
Supported Slab Bridge rises method and adjustable height combination mat stone structure thereof Download PDFInfo
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- CN103726450B CN103726450B CN201310731951.1A CN201310731951A CN103726450B CN 103726450 B CN103726450 B CN 103726450B CN 201310731951 A CN201310731951 A CN 201310731951A CN 103726450 B CN103726450 B CN 103726450B
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Abstract
The present invention discloses a kind of Supported Slab Bridge and rises method and be applied to the adjustable height combination mat stone structure in the method, first distribution beam is set at the bottom of beam, arrange jack and build temporary support, then Integral synchronous jacking simply supported slab is extremely higher than design altitude 1 ~ 3 millimeter, utilize adjustable height combination mat stone structure and the common pre-supporting bridge of bearing, carrying out gapless again and fall beam to design elevation, is dismountable jack and temporary support subsequently.Adjustable height combination mat stone structure comprises and height-regulating mechanism and partial precast bearing are coated on interior cast-in-place part form by comprising prefabricated bearing and can regulating the pre-erection heightening combined mechanism of prefabricated height of support and comprise.The present invention has the advantages such as applicability is high, safety is controlled, construction precision is high, strong operability, economical, application prospect are good, can be used for the bearing replacement engineering of bridge on speedway and municipal highway, be adapted to the jacking engineering being solely greater than a jack stroke across simply supported beam (plate) top lifting height especially.
Description
Technical field
The invention belongs to technical field of bridge engineering, a kind of Supported Slab Bridge rises method and a kind of adjustable height combination mat stone structure be applied in the method specifically.
Background technology
Since nearly ten years, many speedways and Urban Road Network require because not meeting growing traffic and need implement reorganization and expansion, require that many Supported Slab Bridge carry out the lifting reconstruction of appropriateness, to guarantee that highway network is connected smooth-going, improve driving comfort level and bridge safty, to promote the grade of service of highway network further.The jack-up method of usual employing is: on the bent cap that jack is directly positioned over pier or cap, every a slice plate-girder is single-ended is arranged symmetrically with the sheet number that N or 2N(N is same straddle beam side by side) individual jack, controlled by a pumping plant, Multi-point synchronization jacking mode is adopted to carry out synchronization of jacking up to single span plate-girder, jacking is on one side while adopt steel plate or steel pad box to carry out interim pad, after jacking to operation absolute altitude (being generally greater than design elevation 1 ~ 10 centimetre), 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 carries out low height (be less than single jack and use stroke, generally within 5 centimetres) jacking replacing time, generally do not need newly-built pinner, available steel plate replaces; When the large height of Supported Slab Bridge (be greater than single jack and use stroke, generally more than 5 centimetres) jacking replacing time, can not replace with steel plate again, must again build new pinner.Under both of these case, usually there is a following Technological Economy difficult problem:
1. for the little Supported Slab Bridge across footpath, due to single plate beam deadweight comparatively light (within general 20 tons), make the oil pressure needed during each jack jacking export ultralow (within 5 MPas), will cause: 1. the top lift relative error of jack is comparatively large, the more difficult control of synchronism of each Jacking point; 2. the top lift absolute error of jack is comparatively large, the more difficult control of jacking speed of each Jacking point.The most easily cause Supported Slab Bridge to cut with scissors seam cracking, bring additional injury to bridge, and top lifting height is higher, additional injury is larger.But for reserving the operating space of pinner construction and bearing installation, during practice of construction, general jacking, to operating absolute altitude (need surpass 1 ~ 10 centimetre, top), inevitably brings unnecessary additional injury to bridge; In addition, the synchronism of existing multiple spot Lifting Equipment in super roof fall beam process and stability are difficult to ensure, usually can cause larger additional internal force and distortion when falling beam, cause hinge seam cracking further.Therefore, how to avoid the jacking of jack ultralow pressure, the use oil pressure of lifting jack, reduce beam body and surpass heights of roofs, prevent Supported Slab Bridge from cutting with scissors seam cracking, become first difficult problem of designing and constructing.
2. the distance of Supported Slab Bridge and bent cap or cap end face is generally within 6 centimetres, ultra-thin jack that jack can only adopt stroke little when being directly positioned over jacking on the bent cap of pier or cap (use stroke many within 5 centimetres), for large height jacking replacing time, need to carry out repeatedly jacking and the beam that repeatedly falls, greatly reduce the synchronism of jacking, improve the possibility of hinge seam cracking.How avoiding less initial jacking space can only the restriction of jack of less stroke, and the Long Distances jack as far as possible adopting controllability good, become second difficult problem of designing and constructing.
3. the top lifting height of the Supported Slab Bridge of general reorganization and expansion is within 20 centimetres, and there is the jack-up construction of low height and large height, the construction space within 20 centimetres is too little, is not enough to setting-out and installation at the bottom of beam easily and accurately simultaneously; For the large height jacking of Supported Slab Bridge, need first reset bearing pad stone at former support position, then place new neoprene bearing on new pinner, what the height within 20 centimetres there is no concreting enters material space.In less construction headway, how to complete pinner construction and bearing replacement, what ensure concreting enters material space, has become the 3rd difficult problem of designing and constructing.
4. for Supported Slab Bridge; general single plate beam is provided with four bearings and four pinners; make convex-concave structure on bent cap or cap more; if adopt jack to be directly positioned on the bent cap of pier or cap one to one carry out jacking; then the placement location of jack is very limited, usually can bring construction space difficulty.The particularly large height jacking of Supported Slab Bridge, needs to carry out repeatedly jacking and the beam that repeatedly falls, steel plate or steel pad box just must be adopted to carry out interim pad, so more bring the difficult problem that construction space is limited.How to reduce the quantity of jack and interim pad, discharge the operating space on bent cap or cap, become the 4th difficult problem of designing and constructing.
5. for the large height jacking of Supported Slab Bridge, because construction space is less, cannot be strengthened the connection between new and old pinner by bar planting in former pinner position, particularly for the situation of the jacking replacing time more than 20 centimetres, pinner seems even more important with reliable connection of former bent cap and cap end face.How to ensure that the new pinner under new bearing is reliably connected with former bent cap or cap end face, ensure that the technical standard of transformation axle casing is constant, become the 5th difficult problem of designing and constructing.
6. usually Supported Slab Bridge jacking needs that every a slice plate-girder is single-ended is arranged symmetrically with the sheet number that N or 2N(N is same straddle beam side by side) individual jack.For the little Supported Slab Bridge across footpath, due to single plate beam deadweight comparatively light (within 20 tons), be not only technically not suitable with like this, 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, and 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, needs to consume a more interim pading plate and the machine-team expense of Lifting Equipment.After Supported Slab Bridge jacking puts in place, Lifting Equipment can not be removed, and considerably increases construction cost like this.How to reduce the jack static stressed working time, reduce construction cost, become second economic headache.
Summary of the invention
For five the design and construction difficult problems existed in background technology and two economy problems, the object of the invention is to propose a kind of Supported Slab Bridge and rise method and combination mat stone structure thereof, avoiding less initial jacking space can only the restriction of jack of less stroke, reduce the super heights of roofs of jack, the use oil pressure of lifting jack, improve the synchronism of jacking, thus effectively prevent Supported Slab Bridge from cutting with scissors seam cracking; Meanwhile, improve the reliability that new pinner is connected with bent cap or cap end face, ensure that the technical standard of transformation axle casing is constant; And discharge the operating space on bent cap or cap, what increase concreting enters material space, and the construction space of pinner and bearing, improve construction feasibility; Further, reduce interim pad, the quantity of jack and jack static stressed working time, greatly improve the economy that Supported Slab Bridge rises transformation.
For achieving the above object, the Supported Slab Bridge that the present invention adopts rises method, it is characterized in that comprising the following steps:
(1) by distance L suitable for spanning distance from bottom pier center line
1direction across bridge is levelling, this distance L
1to ensure enough working spaces;
(2) along along bridge to levelling place arrange elongated distribution beam, and the jack of location arrangements some suitable bottom distribution beam, and below jack, build jack temporary support;
(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, install the pre-erection of adjustable height combination mat stone structure, described pre-erection comprises precast support seat, is fixedly connected with the height-regulating mechanism for regulating precast support seat height bottom described precast support seat:
First, turn down pre-erection and be arranged on former support position;
Then, at pre-erection top, new bearing is installed, heightens pre-erection, make new bearing hold out against at the bottom of bridge;
(5) the synchronous pressure release of jack, by pre-erection and new seat supports bridge;
(6) jack, distribution beam and jack temporary support is removed;
(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, around pre-erection, cast-in-situ template is arranged;
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 consolidation, cast-in-situ template is removed.
Preferably, after having built cast-in-place part, rest and reorganization and anticorrosion are carried out to adjustable height combination mat stone structure.
Preferably, L in described step (1)
1span be 1.2 ~ 3 meters.
Preferred further, leveling layer is set at levelling place, distribution beam described in leveling layer arranged beneath after the middle direction across bridge of described step (1) is levelling.Like this, the flatness in jacking face can be increased further, prevent Supported Slab Bridge from cutting with scissors seam cracking further.
Preferably, in described step (2) be bottom same row's distribution beam arrange 2 ~ 6 jack, 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 20% ~ 80% of its nominal load-bearing capacity.
Preferred further, require higher Supported Slab Bridge jacking for synchronism, each hydraulic power unit also needs to coordinate displacement transducer, oil pressure sensor and safety valve jointly to use, and is controlled in real time by control centre, 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 play a protective role in jacking process, 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, wherein top lifting height H
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 multiple adjusting screw(rod), 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.
Preferred further, in described uncovered steel box, uniform multiple 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 an entirety.
Further preferred, the length of described screw thread steel column is less 1 ~ 2 centimetre than uncovered steel box height.
Preferably, in described pouring material in length and breadth, be staggeredly up and down provided with reinforced mesh.
The invention has the beneficial effects as follows: the advantages such as applicability is high, safety is controlled, construction precision is high, strong operability, economical, application prospect are good.Can be used for the bearing replacement engineering of bridge on speedway and municipal highway, be adapted to the jacking engineering being solely greater than a jack stroke across simply supported beam (plate) top lifting height especially.
Applicability is high: the bearing replacement engineering being applicable to bridge on speedway and municipal highway; Both be adapted to steel bridge, be also adapted to concrete bridge, and be adapted to the jacking engineering being solely greater than a jack stroke across Supported Slab Bridge top lifting height especially.
Safety is controlled: 1. without the need to carrying out other the beam action that falls of uncontrollable Centimeter Level, only need be measured by floor elevation and prop up before being located in beam and hold out against the final installed height mark accurately controlling bearing, the controlled gapless of safety can be realized to fall beam, effectively prevent hinge seam cracking in jacking overall process.2. adopt the pre-erection of combination mat stone structure to bear the weight of jacking plate-girder in advance, centimetre rank decreasing jack from construction surpasses heights of roofs, improves jacking and the synchronism of the beam that falls, and effectively improves the degree of safety of large height jacking process; 3. by reducing the usage quantity of jack, improving the use oil pressure of jack, reducing jack jacking synchronism control difficulty, thus the safety of slab and girder when ensureing jacking.4. integrally jacking be will carry out with across the beam bodily form by arranging distribution beam, possibility and the degree of hinge seam cracking in jacking overall process greatly reduced.5. by the reliability that the structure raising combination mat stone structure of embedded former bearing pad stone is connected with bent cap or cap end face, effectively can ensure the performance of the pressure-bearing of combination mat stone structure, shearing resistance, cracking resistance, thus ensure the safety of bridge construction; 6. used distribution beam structure, temporary support structure and combination mat stone structure, be the standard materials such as the truss of technology maturation, shaped steel, steel plate, rod iron, nut, screw rod, concrete, grouting material to be processed to form, structure is simple, connect clear and definite, without the need to special process, all can install inspection by on-the-spot processing and fabricating, main force structure safety is controlled.
Construction precision is high: 1. by reducing super top board beam, and adopts the requirement of pre-erection reduction to construction space under bridge of combination mat stone structure, enormously simplify the controlled condition of Luo Liang and the installation of new bearing, effectively ensure that the precision of location installed by new bearing; 2. can realize the strict control of the pre-erection end face planeness to combination mat stone structure, guarantee that new bearing is accurately in place.3. integrally will carry out jacking with across the beam bodily form by arranging distribution beam, and being conducive to improving jacking control accuracy.
Strong operability: the light structure such as 1. used distribution beam structure, temporary support structure and combination pinner, connect simple, coordinate small-sized lifting facility, can realize artificial side fortune and install; 2. carrying out jacking by arranging distribution beam, both ensure that jacking synchronism control, again for pinner and bearing construction leave enough working spaces, substantially increase the operability of large height jacking; 3., during the construction of combination mat stone structure, first accurately pre-erection is installed, then low clearance builds cast-in-place part, not only ensure construction precision, also release the operating space on bent cap or cap, what increase concreting enters material space, provides feasibility of well constructing; 4. the jack of minority large height jacking stroke can be adopted to carry out synchronism jacking, and both having avoided less initial jacking space can only the restriction of jack of less stroke, turn improves the operability of jack system.
Economical: 1. used distribution beam structure, temporary support structure and combination pinner etc. adopt common process technique and common material processing and fabricating to form, and assembling is simple, and direct engineering cost of constructing is lower; 2. complete method decreases quantity and the jack static stressed working time of interim pad and jack, effectively reduces input, substantially increases the economy that Supported Slab Bridge rises transformation.
Application prospect is good: comply with the theory that engineering circles advocates energy-conserving and environment-protective, to get more and more in the engineering adopting synchronization of jacking up mode to carry out jacking replacing time by Supported Slab Bridge, the method that the Supported Slab Bridge that the present invention proposes is risen and combination mat stone structure thereof, 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 arranges 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 arranges 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 arranges schematic diagram;
Fig. 6 is the embodiment one that Supported Slab Bridge disclosed by the invention rises method;
Fig. 7 is the embodiment two that Supported Slab Bridge disclosed by the invention rises 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 support 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.
Detailed description of the invention
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 with described uncovered steel box 2.11 either flush in described uncovered steel box 2.11.Preferably, in described uncovered steel box 2.11 the multiple length of uniform welding than the uncovered steel box 2.11 screw thread steel column 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 an entirety.The cross section of uncovered steel box 2.11 can be square or circular, and it adopts the steel plate of 3 ~ 8 millimeters thick or steel column to form side plate, and adopt the steel plate of 10 ~ 20 cm thicks to form base plate, uncovered steel box 2.11 has Confinement effect, the double template done grouting material 2.12 and build; Grouting material 2.12 is filled in uncovered steel box 2.11, and after shaping, its end face needs smoothly to lay new bearing 4; Screw thread steel column 2.13 is arranged symmetrically and evenly and is welded in inside uncovered steel box 2.11 base plate, and grouting material 2.12 and uncovered steel box 2.11 are linked to be entirety, and its arrangement pitch can select 5 ~ 10 centimetres, and its length is less about 1 ~ 2 centimetre than uncovered steel box side plate height;
Described height-regulating structure 2.2 comprises multiple adjusting screw(rod) 2.21, and described adjusting screw(rod) 2.21 one end and uncovered steel box 2.11 bottom surface 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 surface, and it is formed by fine thread steel bar meter, can be arranged symmetrically with 3 ~ 4 adjusting screw(rod)s 2.21 under uncovered steel box 2.11 base plate; Adjusting nut 2.22 is placed on adjusting screw(rod) 2.11, the maximum total height that adjusting screw(rod) 2.21 and adjusting nut 2.22 are reliably connected is greater than the 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 bears 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, and also namely the end face of described pre-erection 2.1 is not less than described pouring material 3.2 end face; 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, be staggeredly up and down provided with reinforced mesh 3.3.
Cast-in-situ template 3.1 can be steel sheet frame, also can be normal wood template, the 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 surface, size more former seat cushion 5 stone size of cast-in-situ template 3.1 is slightly large, meets the requirement that the sub-concrete of microlith or grouting material are built; Reinforced mesh 3.3 is the fixing minor diameter steel mesh reinforcement in local, 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 the space of dense packing effect pre-erection 2 uncovered steel box less than 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 surface, like this, make pre-erection 2 can be good at reliably fixing with former basis by cast-in-place part 3, there is again enough casting space simultaneously.Size more former bearing pad stone 5 size of cast-in-situ template 3.1 is slightly large, meets the sub-concrete of microlith or former bearing pad stone 5 is coated on the requirement of building castable 3.2 inside by grouting material; New height of support H
1+ pre-erection height H
2=top lifting height H
3+ former height of support H
4, wherein top lifting height H
3=design elevation h
1+ h
2, wherein h
2for jack synchronization of jacking up is to design elevation h
1the height of rear continuation jacking; The new height of support H of distance H=at the bottom of bent cap top and beam
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, be the embodiment one of the fixed high method of Supported Slab Bridge disclosed by the invention:
(1) by spanning 7 distance from bottom pier 8 centre line L
1the position direction across bridge of=1.2 ~ 3 meters is levelling, arranges distance L
1object be ensure promising follow-up operation enough spaces are provided.
(2) along along bridge to levelling place arrange elongated distribution beam 9, and the jack 10 of location arrangements some suitable bottom distribution beam 9, and build jack temporary support 11 below jack 10; Generally, at guarantee L
1distance enough when, now distribution beam 9 is not less than 60 centimetres, to ensure that subsequent job has enough operating spaces with the minimum range of pier 8;
Preferably, after step (1) direction across bridge is levelling, leveling layer 12 is set at levelling place, in leveling layer 12 arranged beneath distribution beam 9; Described leveling layer 12 is the cuboid of 86*60*10 centimetre, like this, can increase the flatness in jacking face further, prevents Supported Slab Bridge from cutting with scissors seam cracking further.
Preferably, the jack 10 arranged in described step (2) requires that its general safety coefficient is greater than 2, and synchronism is controlled.It can adopt following method for arranging to reach general safety coefficient to be greater than 2, the construction requirement that synchronism is controlled: bottom same row's distribution beam 9, 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 the super large height jacking of more than 50 centimetres, each hydraulic power unit also needs to coordinate displacement transducer, oil pressure sensor and safety valve jointly to use, and is controlled in real time by control centre, jointly completes continuous lifting operation.
(3) remove bridge related constraint, the synchronization of jacking up of each jack 10 is 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 play a protective role in jacking process, 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, rotating adjusting nut 2.22 is turned down pre-erection 2 and pre-erection 2 is arranged on former bearing 6 position;
Then, install new bearing 4 at precast support seat 2.1 top, rotating adjusting nut 2.22 heightens pre-erection 2, makes new bearing 4 hold out against at the bottom of 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, wherein top lifting height H
3=design elevation h
1+ h
2; The new height of support H of distance H=at the bottom of bent cap top and beam
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 bridge;
(6) jack 10, distribution beam 9 and jack temporary support is removed;
(7) the cast-in-place part 3 of adjustable height combination mat stone structure 1 is built:
First, around pre-erection 2, arrange reinforced mesh 3.3, then former bearing pad stone 5, reinforced mesh 3.3, pre-erection 2 are surrounded with cast-in-situ template 3.1, size more former bearing pad stone 5 size of cast-in-situ template 3.1 is 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 select the sub-concrete of microlith or grouting material.
Finally, after pouring material 3.2 consolidation, cast-in-situ template 3.1 is removed.
(8), after having built cast-in-place part 3, finishing and anticorrosion is carried out to adjustable height combination mat stone structure 1.
Fig. 7 is embodiments of the present invention two, and it is from the main distinction of embodiment one: levelling position is different, inside the bridge pier that distribution beam is positioned at outside bridge pier instead of embodiment is a kind of; The height of pre-erection is different simultaneously; Other structures and construction method are consistent, therefore do not do tired stating.
Claims (10)
1. Supported Slab Bridge rises a method, it is characterized in that comprising the following steps:
(1) by distance L suitable for spanning distance from bottom pier center line
1direction across bridge is levelling, this distance L
1to ensure enough working spaces;
(2) along along bridge to levelling place arrange elongated distribution beam, and the jack of location arrangements some suitable bottom distribution beam, and below jack, build jack temporary support;
(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, install the pre-erection of adjustable height combination mat stone structure, described pre-erection comprises precast support seat, is fixedly connected with the height-regulating mechanism for regulating precast support seat height bottom described precast support seat:
First, turn down pre-erection and be arranged on former support position;
Then, at pre-erection top, new bearing is installed, heightens pre-erection, make new bearing hold out against at the bottom of bridge;
(5) the synchronous pressure release of jack, by pre-erection and new seat supports bridge;
(6) jack, distribution beam and jack temporary support is removed;
(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, around pre-erection, cast-in-situ template is arranged;
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 consolidation, cast-in-situ template is removed.
2. Supported Slab Bridge according to claim 1 rises 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 rises method, it is characterized in that: arrange leveling layer at levelling place, distribution beam described in leveling layer arranged beneath after the middle direction across bridge of described step (1) is levelling.
4. Supported Slab Bridge according to claim 1 rises method, it is characterized in that: be arrange 2 ~ 6 jack bottom same row's distribution beam in described step (2), and same row's jack has 2 independently hydraulic power unit passage controls at least.
5. Supported Slab Bridge according to claim 1 rises 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 rises 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 rises 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, wherein top lifting height H
3=design elevation h
1+ h
2.
8. be applied to arbitrary described Supported Slab Bridge in claim 1-7 and rise 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 mechanism comprises multiple adjusting screw(rod), 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 9, is characterized in that: in described uncovered steel box, uniform multiple length is less than the screw thread steel column of uncovered steel box height.
Priority Applications (1)
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| CN105113418B (en) * | 2015-09-15 | 2016-09-14 | 樊宝林 | A kind of bearing pad stone construction lofting method |
| CN107165037A (en) * | 2017-04-11 | 2017-09-15 | 中铁十九局集团有限公司 | A kind of fall girder apparatus and fall beam construction method |
| CN107326816A (en) * | 2017-07-27 | 2017-11-07 | 中建五局土木工程有限公司 | A kind of method for improving of prefabricated pinner and bridge |
| CN108086143B (en) * | 2018-01-17 | 2020-04-14 | 薛秋香 | Method for accurately controlling supporting force of cushion stone of rubber support of assembled slab bridge |
| CN108797382A (en) * | 2018-04-28 | 2018-11-13 | 广西驰胜农业科技有限公司 | Old bridge Integral synchronous jacks heightening construction method |
| CN111188283A (en) * | 2020-03-05 | 2020-05-22 | 陕西路桥集团有限公司 | Method for integrally and synchronously jacking and falling steel bridge |
| CN112095494A (en) * | 2020-09-30 | 2020-12-18 | 中交路桥华南工程有限公司 | Construction method for heightening bridge pad stone |
| CN112853996A (en) * | 2021-01-27 | 2021-05-28 | 广东省交通规划设计研究院股份有限公司 | Bridge construction method and bridge |
| CN115231278B (en) * | 2022-09-22 | 2022-12-20 | 中南大学 | Fastener conveying mechanism and support height adjusting system |
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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. |