CN112227234B - Construction method for lifting and transforming bridge - Google Patents

Abstract

The application relates to the technical field of bridge reconstruction, in particular to a bridge lifting reconstruction construction method, which comprises the following steps of a, installing jacking equipment, and jacking a bridge deck to a height higher than a preset height in a spanning manner; step b, the cover beam is connected with hoisting equipment; c, chiseling the joint of the capping beam and the pier and shearing off the connecting steel bars of the capping beam and the pier; d, hoisting the cover beam to a position higher than a preset height, and fixedly connecting a high pier at the upper end of the pier; e, dropping the bent cap, and connecting the bent cap to the upper end of the high pier; and f, falling the bridge plate to span the cover beam, and removing the jacking equipment and the hoisting equipment. This application has the effect of recycling bent cap in the bridge transformation.

Description

Construction method for lifting and transforming bridge

Technical Field

The application relates to the technical field of highway engineering, in particular to a construction method for lifting and transforming a bridge.

Background

The bridge is used as the throat of a road and is mainly arranged for crossing barriers such as rivers, roads and the like, under an ideal state, if the design is considered fully, the bridge does not need to be changed within a certain time, but when the conditions of river channel management, channel planning, road upgrading and the like occur, the clearance under the bridge is not met any more, the service life of the bridge is not reached, the bridge is too wasted after being dismantled and rebuilt, and whether the old bridge can be lifted and reformed on the premise of safety and applicability is undoubtedly very necessary.

Patent application publication No. CN109778721A discloses a method for heightening and transforming a bridge by synchronously jacking upper and lower structures of the bridge, which comprises the following steps: the jacking support structure is structurally improved, and the synchronous jacking of the upper and lower structures is realized; a limiting device is arranged around the jacking support structure to reduce the horizontal jacking displacement and ensure that the jacking structure vertically rises; installing a monitoring instrument and carrying out jacking monitoring; synchronously jacking the upper and lower structures of the bridge span and temporarily anchoring; cutting the bent cap by using a wire saw, and hoisting the bent cap in blocks by using a crane; heightening the pier column and the ribbed slab under the reinforcement of the jacking state; respectively rebuilding a pier and an abutment capping beam by using a hoop and a method for embedding an I-shaped steel suspension bracket; and (4) dropping the beam, adjusting the support, enabling the newly-built lower part structure to be stressed, dismantling the jacking structure, and withdrawing the equipment.

The reconstruction of the usable cap beam in the above structure, however, causes waste in the reconstruction of the bridge.

Disclosure of Invention

In order to achieve the effect that the cover beam can be reused in bridge reconstruction, the application provides a bridge lifting reconstruction construction method.

The application provides a construction method for lifting and transforming a bridge, which adopts the following technical scheme:

a bridge lifting transformation construction method comprises the following steps of a, installing jacking equipment, and jacking a bridge plate to a height higher than a preset height in a spanning mode; step b, the cover beam is connected with hoisting equipment; c, chiseling the joint of the capping beam and the pier and shearing off the connecting steel bars of the capping beam and the pier; d, hoisting the cover beam to a position higher than a preset height, and fixedly connecting a high pier at the upper end of the pier; e, dropping the bent cap, and connecting the bent cap to the upper end of the high pier; and f, falling the bridge plate to span the cover beam, and removing the jacking equipment and the hoisting equipment.

Through adopting above-mentioned technical scheme, during the use, the bridge plate strides and carries out the jacking through jacking equipment, then set up hoisting equipment on the bent cap, connect the bent cap on hoisting equipment earlier, then chisel the concrete that bent cap and pier are connected and cut off the connecting reinforcement in the pier, use hoisting equipment to hoist the bent cap for use, connect the pier, then fall the bent cap back to the top of connecing high pier again, make the bent cap be connected with high pier and reach the effect of recycling the bent cap, then fall the bridge plate and stride on the bent cap, and remove jacking equipment and hoisting equipment, thereby the in-process that has risen the transformation to the bridge has recycled the bent cap.

Preferably, the step d includes connecting high steel bars to the connecting steel bars at the upper end of the pier, fixedly connecting the high steel bars to the connecting steel bars, erecting a formwork for connecting a high pier portion, casting the high pier, and reserving a portion of the high steel bars at the top of the high pier.

By adopting the technical scheme, when the high-connection pier is manufactured, the high-connection steel bars are connected with the connecting steel bars, the template at the high-connection pier is erected, and the high-connection pier is poured, so that the high-connection pier is firmly connected with the upper end of the pier.

Preferably, before the pier is connected to the ground in the step d, the upper end of the pier needs to be roughened.

By adopting the technical scheme, the upper end of the pier is chiseled, so that the connection between the high-connection pier and the upper end of the pier is firmer, and the layering is reduced.

Preferably, connecting steel bars are reserved on the bent cap, and the step e comprises the step of connecting the connecting steel bars reserved on the bent cap with the connecting steel bars reserved on the high bridge pier in a grouting sleeve mode.

Through adopting above-mentioned technical scheme, connect and adopt grout sleeve's mode to be connected between high pier and the bent cap to can make bent cap and pier top fixed connection, improve the firm in connection nature of bent cap and pier.

Preferably, in the chiseling process of the coping and pier junction in the step c, the speed at the initial chiseling stage is lower than the speed at the later chiseling stage of the chiseling, and the chisel at the initial chiseling stage is lower than the chisel at the later chiseling stage.

By adopting the technical scheme, the chiseling treatment is performed on the joint of the bent cap and the pier at a slow speed and a fast speed, so that the gravity of the bent cap is slowly loaded on the hoisting equipment, and the bent cap is prevented from being damaged due to impact or the hoisting equipment bears overload.

Preferably, the jacking equipment in the step a comprises a support, jacking oil cylinders and a cross beam, the jacking equipment is arranged at two ends of the bridge span, the support is placed on the ground, the cross beam is supported on the lower bottom surface of the bridge span, the jacking oil cylinders are supported between the support and the cross beam, and all the jacking oil cylinders are synchronously lifted to lift the bridge span.

Through adopting above-mentioned technical scheme, the both ends that the bridge plate strides set up jacking equipment, and jacking equipment includes support and jacking cylinder, and the support is located subaerial, then strides through jacking cylinder's rising and carries out the jacking to the bridge plate to all jacking cylinders all improve in step, can make the lifting of bridge plate stride more steady.

Preferably, be provided with the anticreep device on the crossbeam, the anticreep device includes tight chain ware and two dogs, the spout has been seted up along the length direction of crossbeam on the crossbeam, sliding fit is provided with two sliders in the spout, two the dog is located the top of crossbeam and connects on the slider, the both ends of tight chain ware are connected respectively on two sliders.

Through adopting above-mentioned technical scheme, install the slider on the crossbeam, through connecting tight chain ware on the slider, can be with two slider relative movement under tight chain ware's effect to block the both sides that the bridge plate strides through the dog that is located on the slider, reduce crossbeam lateral sliding.

Preferably, the support includes upper plate and the lower plate that the level set up, be provided with a plurality of supporting shoes between upper plate and the upper plate, it is a plurality of the supporting shoe falls into the multilayer setting to nested the setting each other between the adjacent two-layer, the caulking groove has all been seted up towards the one side of supporting shoe to upper plate and upper plate, and the supporting shoe that is located the lower floor inlays and establishes on the lower plate, and the supporting shoe that is located the superiors inlays and establishes on the upper plate.

Through adopting above-mentioned technical scheme, be provided with a plurality of backup pads between lower plate and the upper plate, a plurality of supporting shoe layering sets up, and through the number of piles that sets up the supporting shoe, the distance that makes between upper plate and the lower plate improves.

Preferably, the supporting blocks are in an H shape, two rows of the supporting blocks at the lowest layer are arranged at intervals, one layer of the supporting blocks positioned on the supporting blocks at the lowest layer is positioned between the two rows of the supporting blocks at the lowest layer and stacked on the upper surface of the lower bottom plate, and the two rows of the supporting blocks at the lowest layer are respectively clamped through two notches of the supporting blocks in the H shape.

Through adopting above-mentioned technical scheme, the supporting shoe is the H shape, when setting up the multilayer supporting shoe, interlock each other between the supporting shoe through the H shape between the adjacent two-layer supporting shoe to improve the fastness of support.

Preferably, the maximum extension height of the jacking oil cylinder is greater than or equal to the height of one supporting block.

By adopting the technical scheme, when the maximum extension height of the jacking oil cylinder is greater than or equal to the height of one supporting block, two groups of jacking plates capable of spanning the bridge plate can be alternately arranged, so that the bridge plate span can be lifted by a preset height higher than the jacking oil cylinder.

In summary, the present application includes at least one of the following beneficial technical effects:

1. jacking bridge slab span is carried out through jacking equipment, then hoisting equipment is arranged on the bent cap, concrete connected with the bent cap and the bridge pier is chiseled off, connecting reinforcing steel bars in the bridge pier are cut off, the bridge pier is connected to be high, then the bent cap falls back to the position above the bridge pier to be high, the bent cap is connected with the bridge pier to achieve the effect of reusing the bent cap, and therefore the bent cap is reused in the process of lifting and transforming the bridge;

2. the cover beam is slowly loaded on the hoisting equipment after the chiseling treatment is carried out on the joint of the cover beam and the pier, so that the cover beam is prevented from being damaged due to the impact on the cover beam or the hoisting equipment is prevented from being overloaded;

3. the two ends of the bridge span are provided with jacking equipment, the jacking equipment comprises a support and a jacking oil cylinder, the support is located on the ground, then the bridge span is jacked through the ascending of the jacking oil cylinder, all the jacking oil cylinders are synchronously improved, and the bridge span can be stably lifted.

Drawings

FIG. 1 is a schematic view of the installation structure of the jacking apparatus of the present application;

FIG. 2 is a schematic structural view of a jacking apparatus;

FIG. 3 is a schematic view of an exploded structure of the pedestal;

FIG. 4 is a schematic view of the support block configuration;

FIG. 5 is a schematic view illustrating a chiseling process of a connection portion between a capping beam and a pier;

fig. 6 is a schematic view of a connection structure of a capping beam and an elevated pier.

Description of reference numerals: 1. spanning the bridge plate; 2. a capping beam; 3. a bridge pier; 4. jacking equipment; 41. a support; 411. a lower base plate; 4111. caulking grooves; 412. an upper base plate; 413. a support block; 4131. a notch; 4132. a connecting portion; 42. a jacking oil cylinder; 43. a cross beam; 431. a chute; 44. an anti-drop device; 441. a chain tightener; 442. a stopper; 443. a slider; 444. a support leg; 5. connecting a high pier; 51. connecting high steel bars; 6. a support; 7. hoisting equipment; 8. connecting reinforcing steel bars; 9. and (5) grouting sleeves.

Detailed Description

The present application is described in further detail below with reference to figures 1-6.

The embodiment of the application discloses bridge rising transformation construction method, refer to fig. 1, the bridge includes that the bridge slab strides 1, bent cap 2 and pier 3, pier 3 when the bridge rising is transformed, the total height of pier 3 need promote, the fixed bent cap 2 that sets up in upper end of pier 3, it has a bent cap 2 respectively to be located the bridge slab and stride 1 both ends, the bridge slab strides 1 and takes on two bent caps 2, bent cap 2 and pier 3 form for concrete placement. The bridge lifting transformation construction method comprises the steps that jacking equipment 4 is arranged below a bridge plate span 1, the bridge plate span 1 is upwards jacked through the jacking equipment 4, then the joint of a cover beam 2 and a pier 3 is cut off, the pier 3 is heightened above the pier 3, the cover beam 2 is installed, the bridge plate span 1 falls back, the two ends of the bridge plate span 1 fall on the cover beam 2 again, the jacking equipment 4 is removed, and the bridge is lifted.

Referring to fig. 2, the jacking device 4 includes a support 41, jacking cylinders 42 and a cross beam 43, two ends of the bridge span 1 are respectively provided with the jacking device 4, the support 41 is arranged on the ground and horizontally arranged, the jacking cylinders 42 are vertically arranged on the support 41, the jacking cylinders 42 are at least arranged on each support 41, the cross beam 43 is installed at the upper end of the jacking cylinder 42, the cross beam 43 is horizontally arranged, when the jacking cylinders 42 extend, the cross beam 43 abuts against the lower bottom surface of the bridge span 1, all the jacking cylinders 42 synchronously work, jacking the bridge span 1, and monitoring of the state of the bridge span 1 is maintained in the jacking process.

Referring to fig. 2 and 3, the support 41 includes a lower plate 411 and an upper plate 412, and a support block 413 disposed between the upper plate 412 and the lower plate 411, the support block 413 is H-shaped as a whole, the lower plate 411 is horizontally placed on the ground, and the ground can be reinforced according to the bearing pressure of the foundation. The upper surface of the lower base plate 411 is provided with caulking grooves 4111, the depth of the caulking grooves 4111 is equal to half of the height of the supporting blocks 413, the shape of the caulking grooves 4111 is the same as the H shape of the supporting blocks 413, two rows of the caulking grooves 4111 are formed, a plurality of caulking grooves 4111 are arranged in each row, a supporting block 413 is arranged in each caulking groove 4111 of the lower base plate 411 at intervals, the supporting block 413 is embedded on the lower base plate 411 through the caulking grooves 4111 to form the supporting block 413 at the lowest layer, when the supporting block 413 at one layer is set to be insufficient in height of the support 41, the supporting block 413 at the second layer is arranged between the supporting blocks 413 at the lowest layer, the supporting block 413 at the second layer is positioned between the two rows of the supporting blocks 413 at the lowest layer, the supporting block 413 at the second layer is pressed on the upper surface of the lower base plate 411, so that half of the supporting block 413 at the second layer extends out from the supporting block 413 at the lowest layer and is used for connecting the supporting block 413 at the next layer, the supporting blocks 413 in multiple layers can be connected in sequence, the upper base plate 412 is horizontally arranged and is located right above the lower base plate 411, the lower surface of the upper base plate 412 is also provided with a caulking groove 4111 matched with the supporting blocks 413, and the supporting block 413 at the uppermost layer is embedded into the upper base plate 412 through the caulking groove 4111, so that the support 41 is connected stably.

Referring to fig. 2 and 3, the supporting block 413 has an H-shaped structure to form two opposite notches 4131 and four connecting portions 4132, the notch 4131 is formed in the middle of each two opposite connecting portions 4132, the width of one side of the notch 4131 near the middle of the supporting block 413 is smaller than the width of the notch 4131 at the opening, and when two adjacent supporting blocks 413 are placed in contact with each other, the two adjacent connecting portions 4132 can be matched with the notch 4131 of the other supporting block 413, so that the supporting blocks 413 are nested with each other, and the stability of the support 41 is further improved. In the process of jacking the bridge deck span 1, the height of each time the bridge deck span 1 is lifted is the maximum extension height of the jacking cylinder 42, and the maximum height of the jacking cylinder 42 is equal to or greater than the height of one supporting block 413. The bridge plate strides 1 and needs the jacking to be higher than the position of predetermineeing the height under jacking equipment 4's effect, if the height that predetermineeing is higher than the biggest height that stretches up of jacking cylinder 42, need stride 1 both ends position at the bridge plate and be provided with two supports 41 respectively, be provided with jacking cylinder 42 alternate work on two supports 41, when jacking cylinder 42 extends to the biggest length, set up jacking cylinder 42 on another higher support 41, and stride 1 through jacking cylinder 42 and rise, simultaneously through increasing the number of piles of supporting shoe 413 on lower support 41, thereby stride 1 to the bridge plate in succession and carry out the jacking, reach preset height.

Referring to fig. 2, the anti-drop device 44 is disposed on the cross beam 43, the anti-drop device 44 includes a chain tightener 441 and two stoppers 442, a sliding groove 431 is disposed on each of two sides of the cross beam 43, two sliding blocks 443 are disposed in each sliding groove 431, two stoppers 442 are disposed, the stopper 442 is disposed above the cross beam 43, one leg 444 is disposed on each of two sides of the stopper 442, the leg 444 extends toward the sliding block 443, the leg 444 and the sliding block 443 are rotatably connected through a rotating shaft, each stopper 442 corresponds to one sliding block 443, and when the cross beam 43 abuts against the lower bottom surface of the bridge span 1, the two stoppers 442 are disposed on each of two sides of the bridge span 1. The chain tightener 441 is installed in the slide groove 431, one slider 443 is provided at each of both ends of the chain tightener 441, the chain tightener 441 is connected to the slider 443, and the two sliders 443 are moved along the slide groove 431 toward the middle of the cross beam 43 by the chain tightener 441, so that the stoppers 442 abut on both sides of the bridge span 1. The stopper 442 is disposed obliquely, and when the stopper 442 receives the abutting force of the bridge span 1, a side of the stopper 442 close to the cross beam 43 generates a frictional force with the cross beam 43, and the leg 444 lifts the slider 443 upward to generate a frictional force between the slider 443 and the inner wall of the slide groove 431, so that the stopper 442 limits the lateral position of the bridge span 1 by the chain tightener 441 and the frictional force with the cross beam 43.

Referring to fig. 5, after the bridge deck 1 is lifted upwards by the lifting device 4, the support 6 is arranged below the capping beam 2, the bearing capacity of the support 6 is at least 1.2 times of the gravity of the capping beam 2, the lifting device 7 is connected above the capping beam 2, and safety protection for the capping beam 2 is formed by the lifting device 7 and the support 6.

Referring to fig. 5, in cutting off the junction between the capping beam 2 and the pier 3, a tool for chiseling concrete, optionally an electric pick, is used at the junction between the capping beam 2 and the pier 3. When chiseling out capping beam 2 and 3 junctions of pier, chiseling out the speed when the initial stage at the chisel and being less than chiseling out the speed at the chisel and removing the later stage, and the initial stage chisel piece that chisels out is less than the chisel piece that chisels out the later stage, thereby slowly break out the concrete of capping beam 2 and 3 junctions of pier, reach and place bracket 6 and lifting means 7 gradually with capping beam 2's weight by little to big on, when chiseling out the concrete between capping beam 2 and pier 3, need remain 3 inside connecting reinforcement 8 of pier, the in-process that removes at the chisel simultaneously should reduce the damage to connecting reinforcement 8. The connecting reinforcement 8 exposed after chiseling operation in the pier 3 is sheared, and a part of the connecting reinforcement 8 is reserved on both the pier 3 and the bent cap 2.

Referring to fig. 6, after the capping beam 2 is separated from the pier 3, the hoisting device 7 operates to hoist the capping beam 2 to make the height of the capping beam 2 greater than a preset height, and the capping beam 2 may be supported by the heightening bracket 6 and then set to heighten the pier 5. When the bridge pier 3 is connected to be high, the position of the upper end of the bridge pier 3 is roughened and cleaned, and a layer of epoxy adhesive is coated on the surface of the upper end of the bridge pier 3, so that the connection strength between the later-poured concrete and the bridge pier 3 is improved. The connecting steel bars 8 reserved at the upper end of the pier 3 are fixedly connected with the upper connecting steel bars 51, and the connecting steel bars 51 and the connecting steel bars 8 can be connected by adopting binding, welding, mechanical connection or grouting sleeves 9. When connecting through the mode of ligature, connect high reinforcing bar 51 and 8 overlap joint length of connecting reinforcement to be 45 times's reinforcing bar diameter at least, connect high reinforcing bar 51 and 8 concatenation positions of connecting reinforcement simultaneously should be in a plurality of horizontal sections, be in on the same horizontal section and connect high reinforcing bar 51 and 8 concatenation connector quantity to be less than the fourth of total connecting reinforcement 8 quantity, two adjacent concatenation connectors should stagger 1.3 times overlap joint length.

Referring to fig. 6, a formwork is erected at the position of the raised reinforcing bars 51, the erected formwork is fixed on the side wall of the pier 3, concrete is poured into the formwork, the concrete is solidified to form a raised pier 5, and the raised pier 5 is fixedly connected with the pier 3. A part of the high steel bar 51 is reserved at the upper end of the high pier 5. Or the prefabricated high-connection pier 5 is directly connected to the upper end of the pier 3, and high-connection reinforcing steel bars 51 are reserved at two ends of the prefabricated high-connection pier 5 and are fixedly connected with the connecting reinforcing steel bars 8 on the pier 3 through grouting sleeves 9. The high pier 5 formed after the concrete is poured needs to be maintained.

Referring to fig. 6, the bent cap 2 falls down to the top of connecing high pier 5, and be provided with grout sleeve 9 between 8 at the connecting reinforcement that stretches out in bent cap 2 bottom and the high reinforcing bar 51 that connects the reservation of pier 5 upper end, through the mode fixed connection that adopts threaded connection with the high reinforcing bar 51 that connects the reservation of pier 5 upper end with the one end of grout sleeve 9 earlier, then connect through the grout between 8 to the connecting reinforcement that stretches out in bent cap 2 bottom again, improve bent cap 2 and the firm in connection who connects pier 5. And (3) falling the bridge slab span 1 onto the bent cap 2 through the landing jacking device 4, removing the jacking device 4 and the lifting device 7, and coating a layer of interface agent on the outer surfaces of the pier 3 and the heightening pier 5 to ensure that the outer surfaces of the pier 3 and the heightening pier 5 are consistent.

The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.

Claims (6)

1. A bridge lifting transformation construction method is characterized in that: the method comprises the following steps of a, installing jacking equipment (4), and jacking a bridge deck span (1) to a height higher than a preset height; step b, the cover beam (2) is connected with a hoisting device (7); c, chiseling the joint of the capping beam (2) and the pier (3) and shearing off the connecting steel bars (8) of the capping beam (2) and the pier (3); d, hoisting the bent cap (2) to a position higher than a preset height, and fixedly connecting a high pier (5) to the upper end of the pier (3); e, dropping the bent cap (2) and connecting the bent cap (2) to the upper end of the high bridge pier (5); f, falling the bridge plate span (1) onto the cover beam (2), and removing the jacking equipment (4) and the hoisting equipment (7);

the jacking equipment (4) in the step a comprises supports (41), jacking oil cylinders (42) and cross beams (43), the jacking equipment (4) is arranged at two ends of the bridge span (1), the supports (41) are placed on the ground, the cross beams (43) are supported on the lower bottom surface of the bridge span (1), the jacking oil cylinders (42) are supported between the supports (41) and the cross beams (43), and all the jacking oil cylinders (42) are synchronously lifted to lift the bridge span (1);

the anti-falling device (44) is arranged on the cross beam (43), the anti-falling device (44) comprises a chain tightener (441) and two stoppers (442), a sliding groove (431) is formed in the cross beam (43) along the length direction of the cross beam (43), two sliding blocks (443) are arranged in the sliding groove (431) in a sliding fit mode, the two stoppers (442) are located above the cross beam (43) and connected to the sliding blocks (443), and two ends of the chain tightener (441) are connected to the two sliding blocks (443) respectively;

the support (41) comprises an upper bottom plate (412) and a lower bottom plate (411) which are horizontally arranged, a plurality of supporting blocks (413) are arranged between the upper bottom plate (412) and the upper bottom plate (412), the supporting blocks (413) are arranged in a plurality of layers, embedding grooves (4111) are formed in the surfaces, facing the supporting blocks (413), of the upper bottom plate (412) and the upper bottom plate (412), the supporting block (413) located at the lowermost layer is embedded in the lower bottom plate (411), and the supporting block (413) located at the uppermost layer is embedded in the upper bottom plate (412);

the depth of the caulking groove (4111) is equal to half of the height of the supporting block (413);

a supporting block (413) is arranged in each caulking groove (4111) of the lower base plate (411), the supporting blocks (413) are embedded on the lower base plate (411) through the caulking grooves (4111) to form the supporting block (413) at the lowest layer, the supporting block (413) at the second layer is arranged between the supporting blocks (413) at the lowest layer, the supporting block (413) at the second layer is positioned between the supporting blocks (413) at the lowest layer, the supporting block (413) at the second layer is pressed on the upper surface of the lower base plate (411), so that half of the supporting block (413) at the second layer extends out of the supporting block (413) at the lowest layer, is used for being connected with the supporting block (413) at the next layer, and is sequentially connected with the supporting blocks (413) at multiple layers;

the supporting block (413) is H-shaped;

the supporting block (413) is in an H-shaped structure to form two opposite notches (4131) and four connecting portions (4132), the notch (4131) is arranged in the middle of each two opposite connecting portions (4132), the width of one side, close to the middle of the supporting block (413), of each notch (4131) is smaller than the width of the opening of the notch (4131), and when two adjacent supporting blocks (413) are placed in a manner of being attached to each other, the two attached connecting portions (4132) are matched with the notches (4131) of the other supporting block (413).

2. The bridge lifting reconstruction construction method according to claim 1, characterized in that: and the step d comprises the steps of connecting high steel bars (51) on the connecting steel bars (8) at the upper end of the pier (3), fixedly connecting the high steel bars (51) with the connecting steel bars (8), erecting a template of the part connected with the high pier (5), pouring the high pier (5), and reserving a part of the high steel bars (51) at the top of the high pier (5).

3. The bridge lifting reconstruction construction method according to claim 2, characterized in that: and d, before the pier (5) is cast and connected in the step d, chiseling treatment needs to be carried out on the upper end of the pier (3).

4. The bridge elevation transformation construction method according to claim 2 or 3, wherein: and (e) reserving connecting steel bars (8) on the bent cap (2), and connecting the connecting steel bars (8) reserved on the bent cap (2) and the high-connection steel bars (51) reserved on the high-connection pier (5) in the step e in a grouting sleeve (9) mode.

5. The bridge lifting reconstruction construction method according to claim 1, characterized in that: and c, when the connection part of the coping (2) and the pier (3) is chiseled in the step c, the speed of the initial chiseling is lower than the speed of the later chiseling period of the chiseling, and the chisel of the initial chiseling is lower than the chisel of the later chiseling period.

6. The bridge lifting reconstruction construction method according to claim 1, characterized in that: the maximum extension height of the jacking oil cylinder (42) is more than or equal to the height of one supporting block (413).

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