CN210684429U - A kind of long-span tied arch bridge approach bridge jacking system - Google Patents

Abstract

The utility model discloses a large-span tied arch bridge approach bridge jacking system, lay and treat that jacking approach bridge girder carries out the approach bridge girder jacking device of vertical jacking including two left and right sides symmetries, every approach bridge girder jacking device all supports under a vertical girder, and every approach bridge girder jacking device all includes a abutment side hydraulic jacking device and a pier side hydraulic jacking device and the two is approach bridge beam-ends jacking device, and approach bridge beam-ends jacking device includes horizontal distribution roof beam, a plurality of vertical jacking device and a plurality of auxiliary stay structure. The utility model has the advantages of reasonable design, the construction is simple and convenient and excellent in use effect, and the approach bridge girder jacking device that two symmetries were laid about adopting treats that the jacking approach bridge girder carries out vertical jacking, adopts vertical jacking device and supplementary bearing structure to cooperate among the approach bridge girder jacking device and carries out the jacking, and the interim bearing structure bearing effect who adopts is good and support stability is good, ensures that approach bridge girder jacking process is steady, reliable.

Description

A kind of long-span tied arch bridge approach bridge jacking system

technical field

The utility model belongs to the technical field of bridge jacking construction, in particular to a jacking system for an approach bridge of a large-span tie-rod arch bridge.

Background technique

Bridge jacking construction (also known as bridge jacking technology) refers to the use of the overall hydraulic synchronous lifting scheme, that is, the use of the original cast-in-place piles to bear the load without damaging the original bridge deck pavement, railings, sidewalks, beams and slabs. For connection, etc., first use the hydraulic jacking device to stand up the upper structure of the bridge as a whole, then cut off the columns under each pier and the cap beam, and then operate the hydraulic jacking device to raise the bridge as a whole to the design height, and finally connect the column steel bars. The second-stage concrete is poured by vertical formwork. The superstructure of the bridge refers to the general term for the part that spans the bridge hole above the bridge support (the arch line of the unhinged arch or the bottom line of the main girder of the frame). In recent years, with the needs of economic development and the improvement of bridge jacking technology, more and more bridge jacking technologies have been used in bridge reconstruction projects. Bridge jacking technology is a technology that lifts the bridge deck to the desired elevation through a hydraulic jacking system. Bridge jacking technology is widely used in domestic bridge reconstruction and bearing replacement, and bridge hydraulic synchronous jacking has also been studied to some extent. And engineering application, practice has proved that the requirements of safe operation, saving investment, and beautiful appearance can be fully met in bridge jacking and translation transformation.

However, there is currently no design, construction and testing specification for bridge jacking and translation transformation in China, which limits the application of the technologically advanced performance of bridge jacking and translation transformation to a certain extent, and most of the existing jacking projects are simply supported. Structural and continuous beams. There is no domestic precedent for the application of the technology for the overall synchronous jacking of the large tonnage of the large-span concrete-filled steel tube tied arch bridge across the canal channel.

Long-span bridges are also called long-span bridges or large-span bridges. Long-span bridges refer to bridges with a total length of multi-hole spans ≥ 100 meters or a single-hole span ≥ 40 meters. Bridge span, also known as bridge span, generally refers to the total span of the bridge, and the total span refers to the sum of the net spans of each hole in the porous bridge. The total length of the porous span refers to the total length of the bridge, that is, the total length of the main beam of the bridge. When the large-span concrete-filled steel tube tied arch bridge across the canal channel is jacked up, the construction is very difficult and there are many potential safety hazards. For example, the Nanhe Bridge, located at the intersection of the Liyang section of the Nanjing-Hangzhou Expressway and the Wushen Line Canal, runs north-south. The bridge was completed and opened to traffic in 2003 and is part of the expressway. It has been constructed for a short time and is in good condition. However, at this stage, according to the requirements of the waterway regulation plan, the current navigable scale of the Nanhe Extra Large Bridge does not meet the requirements of the navigable clearance scale of the third-level waterway after the regulation. The expressway in the bridge section is on a circular curve with a radius of 8500m, the design speed of the expressway is 120km/h, and there are six lanes in both directions. The longitudinal slope of the north approach bridge is 1.570% upslope, the south approach bridge is 1.570% downslope, the vertical curve radius at the bridge is 20000m, the filling height of the road and bridge boundary is about 6.5m, and the bridge span is arranged as 10×25m composite box girder + 130m steel tube concrete Tie-rod arch+4×25m composite box girder+(2×20+18+14) cast-in-situ continuous box girder+4×25m composite box girder, composite box girder is simply supported first and then continuous structure. The total length of the bridge is 659.44m, and the horizontal double width is arranged. The full width of the bridge deck = 15.75m (single width) + 4.5m (middle section) + 15.75m (single width) = 36m, and the horizontal layout of the single bridge is: 0.5m ( guardrail) + 15.25m (motor vehicle lane) + 1m (guardrail) = 16.75m, so the bridge design level is high, the main bridge span is large and the number of approach bridge spans is large. The width of the water surface at the bridge is 60m, and the clear height is 5m. The pier body of the main pier (that is, the main bridge pier) has a rectangular section, the section size of the outer pier column is 3.6 × 2.4 m, and the section size of the inner pier column is 3.6 × 4.6 m. 8m, the pile bottom enters strongly weathered rock, and the height of the cap is 3m; the approach bridge adopts column pier, bored pile foundation, the diameter of the pier is φ1.3m, and the diameter of the pile is φ1.5m; the bridge abutment is a ribbed abutment, drilled Hole cast-in-place pile foundation and the pile diameter is φ1.2m. The arch rib of the Nanhe Bridge adopts a dumbbell-shaped concrete-filled steel tubular structure, and the beams and the tie beams are all prestressed concrete structures. The approach bridge pier also includes two single-column piers. The single-column pier adopts a single pier column with a diameter of φ1.8m, and the group pile foundation and the pile diameter is φ1.2m. The main bridge of the Nanhe Bridge is a 130m long CFST tied arch bridge (also known as a CFST tied arch bridge), and the approach bridge is a prestressed composite box girder and cast-in-place concrete box girder structure, so the approach bridge is a concrete box girder. The navigable net width of the Nanhe Extra Large Bridge is 60m, which meets the clear width of the third-level channel; but the clear height is 5m, which does not meet the requirements of the third-level channel, and needs to be adjusted to 7m. Therefore, the old bridge needs to be raised, and the old bridge needs to be lifted and reconstructed. The lifting height of the reconstructed bridge is 2.161m. Due to the overall lifting of the bridge, in order to reduce the height of the abutment fill and coordinate with the surrounding area, the approach bridges on both sides need to be extended accordingly. This time, the north approach bridge will add 4 holes of composite box girder with a span of 25 meters, and the south approach bridge will have 6 holes span. The combined box girder with a diameter of 25 meters needs to be transformed into a bridge pier due to the increase of the bridge span.

After careful comparison of safety and technology, the main bridge and the two approach bridges of the Nanhe Bridge were jacked up respectively during the jacking construction of the Nanhe Bridge. When jacking the approach bridge, there are the following construction problems: First, the approach bridge has a large number of spans and heavy lifting weight, the risk points are scattered, and the overall jacking construction process is not easy to control; second, during the jacking process, the upper structure of the bridge is in suspension There is a great potential safety hazard, and effective measures must be taken to resolve the above risks to ensure the safety of the bridge and construction personnel; third, the jacking height is high, the jacking height is 2.16m, and there are many temporary pads and jacking cycles. Higher requirements are placed on the overall stability of the support structure, and the vertical and horizontal support systems must be firm, reliable, and not destabilized.

From the above content, it can be seen that the construction of the large-span concrete-steel-steel tie-rod arch bridge across the canal channel is complex, difficult, and has high safety risks, and the jacking height is more than 2m, the construction period is short, and the task is heavy. There is no successful experience for reference, and there are few technical materials for reference.

Utility model content

The technical problem to be solved by the present invention is to provide a large-span tied arch bridge approach bridge jacking system in view of the above-mentioned deficiencies in the prior art, which has reasonable structural design, simple construction and good use effect. The main beam jacking device of the approach bridge is used to vertically lift the main beam of the approach bridge to be jacked up. The vertical jacking device is used in the main beam jacking device of the approach bridge to cooperate with the auxiliary support structure to support the main beam of the approach bridge to be lifted smoothly. At the same time, the main beam of the approach bridge is to be actively jacked. The vertical jacking device and the jack in the auxiliary support structure are arranged upside down. After each jacking is completed, there is no need to move the jack when a temporary support is placed under the jack, saving labor. It saves time and can ensure that the position of the jack is not fixed; at the same time, the temporary support structure adopted not only has high supporting strength, good load-bearing effect, but also has good supporting stability, stable and reliable structure, and ensures the stable and reliable lifting process of the main beam of the approach bridge.

In order to solve the above-mentioned technical problems, the technical scheme adopted by the present utility model is: a large-span tied arch bridge approach bridge jacking system, which is characterized in that it includes two symmetrical layouts on the left and right and vertical jacking of the main beam of the approach bridge to be jacked up. The main beam of the approach bridge to be lifted is the main beam of the approach bridge of the large-span tie-rod arch bridge; the main beam of the approach bridge to be lifted is horizontally arranged and includes two symmetrically arranged longitudinal main beams on the left and right, The two longitudinal main beams are arranged along the longitudinal bridge direction; each of the approach bridge main beam jacking devices is supported directly below one of the longitudinal main beams, and each approach bridge main beam jacking device includes an abutment side hydraulic jack Lifting device and a bridge pier side hydraulic jacking device, the abutment side hydraulic jacking device and the bridge pier side hydraulic jacking device have the same structure and both are approach bridge end jacking devices;

The main beam of the approach bridge to be lifted is supported on the lower structure of the approach bridge, and the lower structure of the approach bridge includes two symmetrically arranged lower support structures of the approach bridge, and each of the longitudinal main beams is supported on one of the lower support structures of the approach bridge Each of the lower support structures of the approach bridge includes an abutment and a vertical pier; one end of the longitudinal main girder is the end to be connected to be supported on the abutment, and the other end of the longitudinal main girder is supported on the abutment. the connecting end on the vertical pier;

Each of the bridge abutments is provided with an abutment-side hydraulic jacking device for vertically lifting the longitudinal main beam, and each vertical bridge pier is provided with a vertical lifting device for the vertical main beam The bridge pier side hydraulic jacking device; each abutment side hydraulic jacking device is supported under the to-be-connected end of one of the longitudinal main beams, and each bridge pier side hydraulic jacking device is supported on a below the connecting end of the longitudinal main beam;

Each of the abutment-side hydraulic jacking devices is supported on an abutment foundation of the abutment, and each of the bridge pier-side hydraulic jacking devices is supported on a bridge pier foundation of the vertical pier or both Supported on a horizontal concrete foundation, the horizontal concrete foundation is located on one side of the bridge pier foundation and is cast into one with the bridge pier foundation; the bridge abutment foundation and the bridge pier foundation are both reinforced concrete foundations arranged horizontally ; The abutment foundation, the bridge pier foundation and the horizontal concrete foundation are all reaction force foundations;

Each of the approach bridge end jacking devices includes a horizontal distribution beam supported at the bottom of the longitudinal main girder, a plurality of vertical jacking devices arranged from left to right along the transverse bridge direction, and a plurality of vertical jacking devices arranged from left to right along the transverse bridge direction To the auxiliary support structure arranged to the right, the vertical jacking device and the auxiliary support structure are arranged vertically and the number of the two are the same, and both the vertical jacking device and the auxiliary support structure are supported on the horizontal distribution beam Just below the horizontal distribution beam, the horizontal distribution beam is arranged along the transverse bridge direction and is arranged in parallel with the bottom surface of the supported longitudinal main beam; in each of the approach bridge end jacking devices, a plurality of vertical jacking devices and a plurality of The auxiliary support structures are all arranged on the same cross section of the main girder of the approach bridge to be jacked up, and the vertical jacking device and the auxiliary support structure in each of the approach bridge end jacking devices are arranged in a staggered manner;

The vertical jacking device includes a vertical jack and a vertical jacking mechanism arranged directly below the vertical jack, and the auxiliary support structure includes a follow-up jack and a vertical support structure arranged directly below the follow-up jack, so The vertical jacking mechanism and the vertical support structure are both temporary support structures; the vertical jacks and the follower jacks are both vertically arranged upside-down jacks, and the upside-down jack is a rigid jack with a base facing upwards. The hydraulic jack with the lifting piece facing down; the base of each said inverted jack is fixed horizontally at the bottom of the horizontal distribution beam directly above it, and the rigid jacking piece of each said inverted jack is supported on the bottom of the horizontal distribution beam directly below it. on the temporary support structure; each temporary support structure is supported on the reaction force foundation located below it, and each temporary support structure is formed by splicing a plurality of temporary supports arranged from bottom to top , the structures of a plurality of the temporary supports are the same and they are all steel pipe support structures arranged horizontally;

The steel pipe support structure is cylindrical, and all the steel pipe support structures in the temporary support structure have the same diameter and are arranged coaxially; each of the steel pipe support structures includes a vertical support steel pipe, a The upper connecting ring on the upper part of the vertical support steel pipe and a lower connecting ring fixed on the bottom of the vertical support steel pipe coaxially, the upper connecting ring and the lower connecting ring are both horizontal circular steel plates and both are fixed on the vertical support On the outer side wall of the steel pipe, the structure and size of the upper connecting ring and the lower connecting ring are the same; the upper surface of the upper connecting ring is flush with the upper surface of the vertical support steel pipe, and the bottom surface of the lower connecting ring is the same as the vertical The bottom surfaces of the supporting steel pipes are flush with each other; the upper connecting ring and the lower connecting ring are provided with a plurality of bolt mounting holes evenly arranged along the circumferential direction;

In the temporary support structure, the upper and lower adjacent steel pipe support structures form a steel pipe support combination. The support structure is a lower steel pipe support structure. In the steel pipe support combination, the lower connection ring of the upper steel pipe support structure and the upper connection ring of the lower steel pipe support structure are fastened and connected together through a plurality of connecting bolts. The lower connecting ring and the upper connecting ring, which are integrally fastened and connected by the connecting bolts, form a reinforcing ring; the connecting bolts are arranged vertically, and each connecting bolt is installed on two upper and lower connecting rings in the reinforcing ring. in the bolt mounting hole.

The above-mentioned jacking system for an approach bridge of a large-span tied arch bridge is characterized in that: each of the approach bridge main girder jacking devices further includes a plurality of jack correction mechanisms for adjusting the position of the inverted jack; The number of the jack correction mechanisms in the beam jacking device is the same as the number of inverted jacks included in the approach bridge main beam jacking device, and a jack deflection correction mechanism is installed on each of the inverted jacks in the approach bridge main beam jacking device;

The jack correction mechanism includes a horizontal correction mechanism for horizontally adjusting the position of the adjusted upside-down jack, and the horizontal correction mechanism includes a plurality of horizontal adjustment pieces, a lower fixing plate for the base of the adjusted upside-down jack to be installed, and a lower fixed plate. On the upper fixing plate above the fixing plate, a plurality of the horizontal adjustment pieces have the same structure and are arranged on the outer periphery of the adjusted inverted jack in the circumferential direction; the base of the adjusted inverted jack is horizontally fixed on the bottom of the lower fixed plate, and the lower The fixing plate is fixed above the base of the adjusted upside-down jack, the lower fixing plate is a flat steel plate and is arranged in parallel with the base of the adjusted upside-down jack; the upper fixing plate is a flat steel plate;

Each of the horizontal adjustment pieces includes a bolt rod arranged in a vertical direction, a limit nut coaxially mounted on the bolt rod, and an upper sliding piece coaxially mounted on the top of the bolt rod. It is a straight rod, the limit nut is located under the upper sliding member, and the limit nut and the bolt rod are connected by a thread;

The upper fixing plate is provided with a plurality of lateral sliding grooves for the lateral sliding of the upper sliding member and a plurality of lateral insertion holes for the bolt rods to move laterally, and the lateral sliding grooves are straight grooves and are connected with each other. The upper fixing plate is arranged in parallel, the upper sliding piece and the upper fixing plate are arranged in parallel; the number of the lateral sliding grooves is the same as that of the upper sliding piece, and the plurality of lateral sliding grooves are arranged in parallel And they are all arranged along the transverse bridge direction of the bridge under construction, and the structures and dimensions of the plurality of said transverse sliding grooves are the same; the number of said transverse insertion holes is the same as that of The jacks are all elongated holes with the same structure and size, and a plurality of the horizontal jacks are arranged in parallel with the horizontal sliding groove; the length of the horizontal jacks is the same as that of the horizontal sliding groove, so The width of the lateral insertion holes is greater than the width of the lateral sliding grooves; each of the lateral insertion holes is located directly below one of the lateral sliding grooves, and each of the lateral insertion holes is connected to the lateral sliding slot directly above it. transfer groove connection;

The lower fixing plate is provided with a plurality of longitudinal insertion holes for the bolt rod to move longitudinally, and the plurality of longitudinal insertion holes are all elongated holes and have the same structure and size. are arranged in parallel and are arranged perpendicular to the horizontal jacks; the number of the vertical jacks is the same as the number of horizontal jacks, each of the vertical jacks is located under one of the horizontal jacks, and each of the vertical jacks The longitudinal sockets and the transverse sockets below it form a cross-shaped adjustment hole; the area where the longitudinal sockets and the transverse sockets intersect in each of the cross-shaped adjustment holes is a bolt installation for one of the bolt rods to be installed. holes, each of the bolt rods is installed in one of the bolt installation holes;

The upper fixed plate and the lower fixed plate in the jack correction mechanism constitute a horizontal adjustment platform, each of the upper sliding parts is arranged in one of the lateral sliding grooves, and each of the limit nuts is supported on the lower fixed plate. At the bottom of the plate, each of the bolt rods is fastened and fixed on the horizontal adjustment platform through the upper sliding piece and the limit nut; the lower fixed plate is fastened to the upper fixed plate through a plurality of the horizontal adjustment pieces. .

The above-mentioned lifting system for the approach bridge of a large-span tie-rod arch bridge is characterized in that: the jack rectification mechanism further comprises a vertical deviation rectification mechanism for adjusting the position of the adjusted upside-down jack on a vertical plane, and the vertical deviation rectification mechanism The mechanism includes a wedge-shaped steel plate supported between the upper fixing plate and the lower fixing plate, and the vertical deviation correction mechanism is fastened and clamped between the upper fixing plate and the lower fixing plate.

The above-mentioned large-span tie-rod arch bridge approach bridge jacking system is characterized in that: the steel pipe support structure at the bottom of the temporary support structure is the bottom steel pipe support structure, and the lower connecting ring of the bottom steel pipe support structure is the bottom support ring , the bottom support ring is fixed on the reaction force foundation through a plurality of lower anchor bolts, and the lower anchor bolts are arranged vertically; the bolt installation holes on the bottom support ring are bottom installation holes, each Each of the lower anchor bolts is installed in one of the bottom installation holes.

The above-mentioned lifting system for an approach bridge of a large-span tied arch bridge is characterized in that: the lower support structure of the approach bridge further comprises a plurality of column-type bridge piers located between the bridge abutment and the vertical bridge pier, a plurality of the columns The column-type bridge piers are arranged from front to rear along the longitudinal bridge direction, and a plurality of the column-type bridge piers are arranged in the vertical direction and are supported directly below one of the longitudinal main beams;

The structures of a plurality of the column-type piers are the same, and each of the column-type piers includes two symmetrically arranged vertical piers on the left and right and an upper cover beam supported above the two vertical piers. The vertical pier columns are reinforced concrete columns, the upper cover beams are concrete cover beams arranged along the transverse bridge direction, and the two vertical pier columns are fastened and connected as a whole through the upper cover beams;

The main girder jacking device of the approach bridge also includes a plurality of column-type bridge pier hydraulic jacking devices, and the number of the column-type bridge pier hydraulic jacking devices is the same as the number of the column-type bridge piers in the lower support structure of the approach bridge. The bridge piers are all provided with a hydraulic jacking device of the column-type bridge piers;

In each of the approach bridge main girder jacking devices, the abutment-side hydraulic jacking device, the bridge pier-side hydraulic jacking device, and the plurality of column-type bridge pier hydraulic jacking devices are all arranged on the same vertical surface, and a plurality of the column-type hydraulic jacking devices are arranged on the same vertical surface. The structures of the bridge pier hydraulic jacking devices are all the same, and each of the column-type bridge pier hydraulic jacking devices is located directly below one of the longitudinal main beams;

Each of the column-type piers is provided with a lower column beam and an upper column beam, and the upper column beam is located directly above the lower column beam; the lower column beam and the upper column beam are both It is a horizontal pillar-holding beam, and the horizontal pillar-holding beam is a reinforced concrete beam fixed on two described vertical piers. Each described column type bridge pier hydraulic jacking device is all supported between a described lower column-holding beam and the upper column-holding beam located just above the lower column-holding beam, and the lower column-holding beam is the reaction force Base;

Each of the column-type bridge pier hydraulic jacking devices includes a vertical hydraulic jacking mechanism supported between the lower pillar-holding beam and the upper pillar-holding beam, and the vertical hydraulic jacking mechanism includes a vertical jacking device and an auxiliary Supporting structure; the base of each inverted jack in the hydraulic jacking device of the column type bridge pier is horizontally fixed on the bottom of the upper pillar beam, and the rigid jacking member of each inverted jack is supported directly below it Each temporary support structure in the column-type bridge pier hydraulic jacking device is supported on the lower column beam.

The above-mentioned jacking system for an approach bridge of a large-span tied arch bridge is characterized in that: the number of the vertical hydraulic jacking mechanisms in the hydraulic jacking device of each column-type pier is two groups, and the two groups of the vertical hydraulic jacking mechanism The hydraulic jacking mechanism is symmetrically supported on the left and right sides of the lower pillar beam; each group of the vertical hydraulic jacking mechanism includes two vertical hydraulic jacks symmetrically arranged on the front and rear sides of one of the vertical piers jacking mechanism;

Each of the vertical hydraulic jacking mechanisms includes two vertical jacking devices and an auxiliary support structure supported between the two vertical jacking devices, and each of the vertical hydraulic jacking mechanisms The two vertical jacking devices are symmetrically arranged on the left and right sides of the auxiliary support structure, and the three are arranged on the same cross section of the main beam of the approach bridge to be jacked.

The above-mentioned jacking system for an approach bridge of a large-span tied arch bridge is characterized in that: each of the column-type piers is provided with a jacking-up limiting device;

The length of the lower column-supporting beam is the same as the length of the upper column-supporting beam, and the width of the lower column-supporting beam is greater than the width of the upper column-supporting beam;

Each of the lifting limiting devices includes two lifting limiting mechanisms symmetrically positioned above the left and right ends of the lower pillar-holding beam. The lifting limit column at the end; the lifting limit column is a vertical column, and the vertical column is a steel column spliced by a plurality of straight rods; the lifting limit device in the lifting limit device The number of position columns is four, and the four lifting limit columns are respectively fixed on the four top corners of the lower column beam;

The upper pillar-holding beam is clamped between the two jacking-limiting columns in the jacking-limiting mechanism.

The above-mentioned lifting system for an approach bridge of a large-span tied arch bridge is characterized in that: the lower support structure of the approach bridge further comprises a plurality of single-column piers located between the bridge abutment and the vertical bridge pier, and a plurality of the single-column piers are located between the abutment and the vertical bridge pier. The column piers are arranged from front to back along the longitudinal bridge direction, and a plurality of the single-column piers are arranged vertically and are supported directly below one of the longitudinal main beams;

The main girder jacking device of the approach bridge also includes a plurality of hydraulic jacking devices for single-column piers, and the number of the hydraulic jacking devices for single-column piers is the same as the number of single-column piers in the lower support structure of the approach bridge. A single-column pier hydraulic jacking device is arranged on each pier;

All column piers in the lower support structure of each approach bridge are divided into two groups, front and rear, each group of column piers includes a plurality of column piers arranged from front to rear along the longitudinal bridge direction; the lower part of each approach bridge A plurality of the single-column piers in the support structure are located between the two groups of the column-type piers, and the plurality of the single-column piers and the two groups of the column-type piers in each of the lower support structures of the approach bridge are arranged in the same place. a vertical plane;

Each of the single-column piers includes a vertical pier, and the vertical pier is located directly below one of the longitudinal main beams;

Each of the single-column piers is provided with a pier-column-carrying beam, the pier-column-carrying beam is a reinforced concrete beam fixed on the vertical pier column and arranged horizontally, and the pier-column-carrying beam is It is square and is sleeved on the vertical pier column; each of the single-column pier hydraulic jacking devices is supported on one of the pier body-supporting column beams, and the pier body-supporting column beam is the reaction foundation;

Each of the single-column pier hydraulic jacking devices includes a plurality of groups of pier body jacking mechanisms arranged along the longitudinal bridge direction from front to back on the same vertical plane, and the structures of the plurality of groups of pier body jacking mechanisms are all The same and they are all located directly below the longitudinal main beam; each group of the pier body jacking mechanism includes two symmetrically arranged vertical piers on the left and right sides of the vertical jacking device and two symmetrically arranged The auxiliary support structures on the left and right sides of the vertical pier column, the two auxiliary support structures in each group of the pier body jacking mechanisms are located between the two vertical jacking devices, each group of the pier body In the jacking mechanism, the two auxiliary support structures and the two vertical jacking devices are located on the same cross section of the main beam of the approach bridge to be jacked;

The base of each inverted jack in the single-column pier hydraulic jacking device is horizontally supported at the bottom of the main girder of the approach bridge to be lifted, and the rigid jacking member of each inverted jack is supported directly below it. on the temporary support structure; each temporary support structure in the single-column pier hydraulic jacking device is supported on the column-carrying beam of the pier body.

Compared with the prior art, the utility model has the following advantages:

1. The structure is simple, the design is reasonable and the construction cost is low.

2. The jacks used in the vertical jacking device and the auxiliary support structure are all inverted and fixed at the bottom of the upper structure of the bridge to be jacked up. After each jacking is completed, there is no need to move the jack when a temporary support is placed under the jack, saving labor Save time and keep the jacks in place. In addition, construction errors caused when the jack is frequently disassembled and assembled can be avoided, and the construction difficulty and construction period can be effectively reduced.

3. The temporary support used is simple in structure, reasonable in design and low in investment cost, and the temporary support is processed in the processing plant in advance, which is easy to process and easy to guarantee the processing quality.

4. The temporary support used has high supporting strength and good load-bearing effect, and because multiple temporary supports are cylindrical and have the same outer diameter, the on-site pad installation is simple, no need for alignment installation, only coaxial It can be fixed as one.

5. The temporary support structure composed of multiple temporary supports in the vertical jacking device and the auxiliary support structure is stable and reliable, with good use effect and high practical value. The multiple temporary supports are fastened and connected as a whole, which can effectively ensure temporary support. The integrity and reliability of the support structure can not only effectively improve the support strength, meet the load-bearing requirements of the bridge superstructure after jacking, but also effectively solve the problem of the huge weight of the bridge superstructure after jacking when the jack is underpinned during the jacking process. The high risk of underpinning the jack, and the difficulty of stable support, and other load-bearing problems; at the same time, the temporary support structure is fastened and fixed on the basis of the reaction force, which can effectively ensure the lifting effect.

6. The force-transmitting jack used in the vertical jacking device and the auxiliary support structure is simple in structure, reasonable in design and good in use. During the actual jacking process, the force-transmitting jack and the vertical jack can rotate accordingly, so that the Fine-tune the angle between the vertical jack and the horizontal plane, so that the vertical jack is always in the vertical state, which can fully ensure the vertical force of the vertical jack in the vertical direction, and can effectively correct the vertical jack in the jacking. The weak tilting force generated in the process increases the safety factor during the overall jacking process of the bridge.

7. The vertical jacking device used is simple in structure, reasonable in design and good in use. The vertical jack is inverted and fixed at the bottom of the upper structure of the bridge to be jacked up. After each jacking is completed, a temporary support is placed under the jack. There is no need to move the jack, saving labor and time, and can ensure that the position of the jack does not move; at the same time, a temporary support structure is formed by using a plurality of temporary supports that are fastened and connected as a whole, which not only has high support strength, good load-bearing effect, and good support stability , The structure is stable and reliable. Moreover, the dismantling of the temporary support structure is simple and convenient, and the temporary support members do not need to be dismantled one by one during the actual dismantling, and the temporary support structure can be dismantled as a whole, which can effectively save the construction period.

8. The auxiliary support structure used has good use effect and high use value. The follow-up jack is used to actively lift the upper structure of the bridge to be lifted to prevent the bridge to be lifted caused by the support gap existing when the load is transferred to the auxiliary support structure. The problem of uneven force on the superstructure occurs, the lifting process is safe and reliable, and the lateral side shift of the superstructure of the bridge to be lifted can be avoided. At the same time, the dismantling of the temporary support structure is simple and convenient, and it is not necessary to dismantle the temporary supports one by one during the actual dismantling, and the temporary support structure can be dismantled as a whole, which can effectively save the construction period.

9. The approach bridge end jacking device arranged in the main girder section of the approach bridge has a reasonable design, easy installation and good use effect, all vertical jacking devices and auxiliary support structures are arranged in the same cross section of the approach bridge main girder along the transverse bridge direction It can ensure that all parts of the longitudinal main girder are uniformly stressed during the jacking process, and at the same time can meet the stable lifting requirements of the longitudinal main girder. The reaction force foundation of the jacking device at the end of the approach bridge is the abutment foundation or the bridge pier foundation, the support is stable and reliable, and the vertical jacking device and the auxiliary support structure are easy to install.

10. A column-type buttress hydraulic jacking device is installed on each column-type buttress to ensure that a hydraulic jacking device is arranged on each lower support structure of the approach bridge main girder, so that the approach bridge main beam can be lifted smoothly and safely . In the vertical hydraulic jacking mechanism of the column-type buttress hydraulic jacking mechanism, the arrangement position of the vertical jacking device and the auxiliary support structure is reasonable. Two vertical jacking devices and an auxiliary support structure form a vertical hydraulic jacking mechanism. , The two vertical jacking devices are symmetrically arranged on both sides of the auxiliary support structure. The vertical hydraulic jacking mechanism not only occupies a small space, but is easy to disassemble and assemble, and the simultaneous jacking of the two vertical jacking devices can meet the needs of the supporting roof. The position is stable and reliable, and the auxiliary support structure located between the two vertical jacking devices can meet the auxiliary support requirements and can perform active jacking, ensuring the safety and reliability of the jack underpinning process. In addition, the vertical hydraulic jacking mechanism is supported between the lower column beam and the upper column beam set on the vertical pier column, which can effectively solve the problem of arranging the hydraulic jacking device on the pier without the upper cover beam, and can Meet the lifting needs of the bridge superstructure. At the same time, the number of vertical hydraulic jacking mechanisms and the arrangement position of each vertical hydraulic jacking mechanism can be easily adjusted. At the same time, the synchronous action of multiple vertical hydraulic jacking mechanisms can ensure that the lifting process is simple and fast. Ensure the construction quality of jacking and save the construction period.

11. The single-column pier is equipped with a single-column pier hydraulic jacking device. The design is reasonable, the installation and layout are simple, and the use effect is good. It is only necessary to set a pier-column beam on the single-column pier for the vertical jacking device and auxiliary support structure. Just hold it steady.

12. The overall design of the system is reasonable, the construction is simple, and the use effect is good. Two symmetrically arranged main beam jacking devices on the left and right are used for vertical jacking of the main beam of the approach bridge to be lifted. The supporting structure is matched to carry out jacking. The auxiliary supporting structure supports the main beam of the approach bridge to be lifted smoothly and actively lifts the main beam of the approach bridge to be lifted. The vertical jacking device and the jacks in the auxiliary support structure are arranged upside down. After the first lifting is completed, there is no need to move the jack when the temporary support is placed under the jack, which saves labor and time, and can ensure that the position of the jack does not move. Good performance, stable and reliable structure, to ensure the smooth and reliable lifting process of the main beam of the approach bridge.

13. The construction method is simple, the design is reasonable, the construction process is easy to control, the construction effect is good, and the large-span approach bridge can be lifted as a whole, and the lifting process is safe and reliable.

The technical solutions of the present utility model will be described in further detail below through the accompanying drawings and embodiments.

Description of drawings

Figure 1 is a schematic diagram of the construction state of the utility model after the main beam of the approach bridge to be lifted is lifted into place.

Fig. 2 is a schematic diagram of the plane layout position of the hydraulic jacking device on the abutment side of the utility model.

FIG. 3 is a schematic view of the vertical structure of the hydraulic jacking device on the abutment side of the utility model.

FIG. 4 is a schematic diagram of the plane layout position of the hydraulic jacking device on the pier side of the utility model.

FIG. 5 is a schematic view of the elevation structure of the hydraulic jacking device on the pier side of the utility model.

FIG. 6 is a schematic diagram of the horizontal bridge jacking state of the hydraulic jacking device for column-type bridge piers of the present invention.

FIG. 7 is a schematic view of the vertical bridge jacking state of the hydraulic jacking device for column-type bridge piers of the present invention.

FIG. 8 is a schematic diagram of the plane position of the vertical hydraulic jacking mechanism on the lower pillar-holding beam of the present invention.

FIG. 9 is a schematic diagram of the horizontal bridge jacking state after the hydraulic jacking device of the column type bridge pier of the present invention is jacked into place.

FIG. 10 is a schematic structural diagram of the vertical jacking device of the present invention.

FIG. 11 is a schematic structural diagram of the auxiliary support structure of the present invention.

Figure 12 is a schematic diagram of the plane layout position of the hydraulic jacking device for a single-column pier of the present invention.

Figure 13 is a schematic diagram of the vertical structure of the hydraulic jacking device for a single-column pier of the present invention.

Fig. 14 is a reference diagram of the use state of the jack rectifying device installed on the vertical jack at the bottom of the upper column beam of the present invention.

FIG. 15 is a schematic structural diagram of the upper fixing plate of the present invention.

FIG. 16 is a schematic structural diagram of the lower fixing plate of the present invention.

17 is a schematic diagram of the upper structure of the horizontal deviation correction mechanism of the present invention.

18 is a schematic diagram of the bottom structure of the horizontal deviation correction mechanism of the present invention.

Fig. 19 is a flow chart of the construction method when the utility model is used to lift the approach bridge.

FIG. 20 is a schematic structural diagram of the connecting pier and column on the column-type bridge pier of the present invention after the construction is completed. Explanation of reference numbers:

1—The main beam of the approach bridge to be jacked; 1-1—The longitudinal main beam; 2—The vertical jack;

3—steel pipe support structure; 3-1—vertical support steel pipe; 3-2—upper connecting ring;

3-3—lower connecting ring; 4—connecting bolts; 6—force transmission jacking;

6-1—lower support seat; 6-11—connection seat; 6-12—upper fixing ring;

6-2—upper hinged seat; 6-3—upper hinged head; 7—vertical support head seat;

10—lower anchor bolt; 11—vertical jacking device;

12—Auxiliary support structure; 13—Vertical pier column; 14—Lower column beam;

15—upper column beam; 16—following jack; 17—lifting limit post;

18—the bridge abutment; 18-1—the rib plate; 18-2—the abutment roof beam;

18-3—steel-concrete abutment foundation; 18-4—new foundation for abutment; 18-5—new rib;

18-6—Added cover beam; 19—Abutment side hydraulic jacking device;

20—hydraulic jacking device on the pier side; 21—horizontal concrete foundation;

22—transverse distribution beam; 23—column pier; 24—upper cover beam;

25—Hydraulic jacking device for column pier; 26—Vertical bored pile;

27—single-column pier; 27-1—vertical pier; 27-2—steel concrete foundation;

28—Hydraulic jacking device for single-column pier;

29—column-bearing beam of pier body; 30—new main beam; 31—vertical support pier;

32—level adjustment piece; 32-1—bolt rod; 32-2—limit nut;

32-3—upper sliding piece; 33—upper fixing plate; 33-1—transverse sliding groove;

33-2—horizontal jack; 34—lower fixing plate; 34-1—vertical jack;

35—wedge-shaped steel plate; 36—strip foundation; 37—vertical buttress;

37-1—vertical support pier column; 37-2—pier roof beam; 37-3—steel concrete pier foundation;

38—transverse support beam; 39—connecting pier column.

Detailed ways

As shown in Figure 1, the present utility model includes two symmetrically arranged left and right approach bridge main beam jacking devices for vertical jacking of the approach bridge main beam 1 to be lifted; the approach bridge main beam 1 to be jacked up is a large-span tie-rod arch bridge The main beam of the approach bridge; the main beam 1 of the approach bridge to be lifted is arranged horizontally and includes two longitudinal main beams 1-1 symmetrically arranged on the left and right, and the two longitudinal main beams 1-1 are arranged along the longitudinal bridge direction; Each of the approach bridge main girder jacking devices is supported directly below one of the longitudinal main girder 1-1, and each approach bridge main girder jacking device includes an abutment side hydraulic jacking device 19 and a bridge abutment side hydraulic jacking device 19 The hydraulic jacking device 19 is a symmetrically arranged bridge pier side hydraulic jacking device 20, the abutment side hydraulic jacking device 19 and the bridge pier side hydraulic jacking device 20 have the same structure and both are approach bridge end jacking devices;

The main beam 1 of the approach bridge to be lifted is supported on the approach bridge lower structure, and the approach bridge lower structure includes two symmetrically arranged approach bridge lower support structures, and each of the longitudinal main beams 1-1 is supported on one of the approach bridges. On the lower support structure; each of the lower support structures of the approach bridge includes an abutment 18 and a vertical pier; one end of the longitudinal main beam 1-1 is the end to be connected supported on the abutment 18, and the The other end of the longitudinal main beam 1-1 is the connecting end supported on the vertical pier;

Each of the bridge abutments 18 is provided with an abutment-side hydraulic jacking device 19 for vertically lifting the longitudinal main beam 1-1, and each of the vertical bridge piers is provided with a pair of longitudinal main beams 1-1 A bridge pier side hydraulic jacking device 20 for vertical jacking; each abutment side hydraulic jacking device 19 is supported below the to-be-connected end of one of the longitudinal main beams 1-1, each Each of the pier side hydraulic jacking devices 20 is supported below the connecting end of one of the longitudinal main beams 1-1;

As shown in FIGS. 2 and 3 , each abutment-side hydraulic jacking device 19 is supported on an abutment foundation of the abutment 18 , and each abutment-side hydraulic jacking device 20 is supported on a The pier foundation of one of the vertical piers is or both supported on a horizontal concrete foundation 21, and the horizontal concrete foundation 21 is located on one side of the pier foundation and is cast into one with the pier foundation; the abutment foundation and the bridge pier foundation are all reinforced concrete foundations arranged horizontally; the abutment foundation, the bridge pier foundation and the horizontal concrete foundation 21 are all reaction foundations;

As shown in Figures 4 and 5, each of the approach bridge end jacking devices includes a horizontal distribution beam 22 supported on the bottom of the longitudinal main beam 1-1, a plurality of vertical beams arranged from left to right along the horizontal bridge direction The vertical jacking device 11 and a plurality of auxiliary supporting structures 12 arranged from left to right along the transverse bridge direction, the vertical jacking device 11 and the auxiliary supporting structure 12 are arranged vertically and the number of both are the same, The vertical jacking device 11 and the auxiliary supporting structure 12 are both supported directly below the horizontal distribution beam 22, which is arranged along the transverse bridge direction and is parallel to the bottom surface of the supported longitudinal main beam 1-1. Arrangement; a plurality of vertical jacking devices 11 and a plurality of the auxiliary support structures 12 in each of the approach bridge end jacking devices are arranged on the same cross section of the main beam 1 of the approach bridge to be jacked up, and each The vertical jacking device 11 and the auxiliary support structure 12 in the cited bridge end jacking device are arranged in a staggered manner;

As shown in FIGS. 10 and 11 , the vertical jacking device 11 includes a vertical jack 2 and a vertical jacking mechanism arranged directly below the vertical jack 2 , and the auxiliary support structure 12 includes a follower jack 16 and a vertical jacking mechanism. The vertical support structure arranged directly under the follower jack 16, the vertical support mechanism and the vertical support structure are both temporary support structures; the vertical jack 2 and the follower jack 16 are both vertical Upside-down jacks arranged in the direction of the hydraulic jacks are hydraulic jacks with the base facing upward and the rigid lifting member facing downward; The rigid jacking members of the inverted jack are all supported on the temporary support structures located directly below them; each of the temporary support structures is supported on the reaction force foundation located below it, and each of the temporary support structures The temporary support structure is formed by splicing a plurality of temporary supports arranged from bottom to top, and the structures of the plurality of temporary supports are all the same and are all horizontally arranged steel pipe support structures 3;

The steel pipe support structure 3 is cylindrical, and all the steel pipe support structures 3 in the temporary support structure have the same diameter and are arranged coaxially; each of the steel pipe support structures 3 includes a vertical support steel pipe 3-1 , an upper connecting ring 3-2 coaxially fixed to the upper part of the vertical support steel pipe 3-1 and a lower connecting ring 3-3 coaxially fixed to the bottom of the vertical support steel pipe 3-1, the upper connecting ring 3- 2 and the lower connecting ring 3-3 are both horizontal annular steel plates and both are fixed on the outer side wall of the vertical support steel pipe 3-1, the structure of the upper connecting ring 3-2 and the lower connecting ring 3-3 and dimensions are the same; the upper surface of the upper connecting ring 3-2 is flush with the upper surface of the vertical support steel pipe 3-1, and the bottom surface of the lower connecting ring 3-3 is parallel to the bottom surface of the vertical support steel pipe 3-1. Flush; the upper connecting ring 3-2 and the lower connecting ring 3-3 are both provided with a plurality of bolt mounting holes evenly distributed along the circumferential direction;

In the temporary support structure, the upper and lower adjacent steel pipe support structures 3 form a steel pipe support combination, and the steel pipe support structure 3 located above in the steel pipe support combination is the upper steel pipe support structure, and the steel pipe support combination is located at the bottom. The steel pipe support structure 3 is the lower steel pipe support structure, and the lower connection ring 3-3 of the upper steel pipe support structure and the upper connection ring 3-2 of the lower steel pipe support structure in the steel pipe support combination are connected by a plurality of connecting bolts 4 The lower connection ring 3-3 and the upper connection ring 3-2, which are fastened and connected as a whole by a plurality of the connection bolts 4, form a reinforcement ring; the connection bolts 4 are arranged vertically, and each Each of the connecting bolts 4 is installed in the two bolt mounting holes connected up and down in the reinforcing ring.

In this embodiment, the jacking height of the main beam 1 of the approach bridge to be jacked is greater than 2 m. The main beam 1 of the approach bridge to be lifted is the main beam of the approach bridge of the Nanhe Extra Large Bridge.

In this embodiment, the diameter of the vertical support steel pipe 3-1 is Φ609mm or Φ500mm; when the diameter of the vertical support steel pipe 3-1 is Φ609mm, the wall thickness of the vertical support steel pipe 3-1 is 16mm, and the lower connection The outer diameter of the ring 3-3 and the upper connecting ring 3-2 is Φ750mm; when the diameter of the vertical support steel pipe 3-1 is Φ500mm, the wall thickness of the vertical support steel pipe 3-1 is 12mm, and the lower connecting ring 3-3 The outer diameter of the upper connecting ring 3-2 is Φ600mm.

During the actual jacking, when the jacking height of the main beam 1 of the approach bridge to be jacked is within 2m, the diameter of the vertical support steel pipe 3-1 used in the temporary support structure is Φ500mm; When the jacking height of 1 exceeds 2m, the diameter of the vertical support steel pipe 3-1 used in the temporary support structure is Φ609mm.

The thickness of the steel pipe support structure 3 is 10cm, 20cm, 50cm, 100cm or 200cm. When actually lifting, the steel pipe support structure 3 of corresponding thickness can be replaced according to specific needs.

During the actual construction, the hydraulic jacking device 19 on the abutment side and the hydraulic jacking device 20 on the pier side both directly lift the main beam 1 of the approach bridge to be lifted through a horizontal distribution beam 22, so that there is no need to treat the main beam 1 of the approach bridge to be lifted. If any changes are made to the structure, the reinforced concrete foundation is used as the reaction platform, and the horizontal distribution beam 22 installed at the bottom of the main beam 1 of the approach bridge to be lifted is used as the jacking force point. The construction is simple and the lifting process is stable and reliable. The lateral distribution beam 22 directly bears the weight of the upper beam body and transfers the force to the inverted jack.

In this embodiment, as shown in FIG. 2 , the abutment 18 includes the abutment foundation, three rib plates 18-1 arranged on the abutment foundation from left to right along the transverse bridge direction, and horizontal supports The table top cover beam 18-2 on the three rib plates 18-1, the rib plate 18-1 and the table top cover beam 18-2 are both reinforced concrete structures, and the three rib plates 18-1 All are arranged vertically and they are all arranged along the longitudinal bridge direction. The bridge abutment foundation is a steel-concrete bridge abutment foundation 18-3 and is a bored pile foundation, and the bored pile foundation includes a horizontal cap and a plurality of vertical bored cast-in-place piles supported below the horizontal cap, The horizontal cap and the vertical bored cast-in-place piles are both reinforced concrete structures. The abutment-side hydraulic jacking device 19 is supported on the horizontal platform in the abutment foundation.

In order to facilitate the support and be firmly fixed, the abutment foundation is provided with a strip foundation 36 supported by the hydraulic jacking device 19 on the abutment side. Right below the horizontal distribution beam 22 in the hydraulic jacking device 19, the strip foundation 36 is a horizontally arranged cube foundation and is supported on the horizontal platform in the abutment foundation. In this embodiment, the strip foundation 36 is divided into four foundation segments arranged on the same vertical plane by the three rib plates 18-1.

As shown in FIG. 2 , in this embodiment, each of the vertical piers includes a pier top cover beam 37-2 and a plurality of vertical support pier columns 37-1 supporting the pier top cover beam 37-2 and the two said bridge pier foundations supported by the vertical support pier columns 37-1, the two said bridge pier foundations are arranged on the same cross section of the main beam 1 of the approach bridge to be lifted; There is a vertical support pier 37-1, and the steel-concrete bridge pier foundation 37-3 is the bored pile foundation. The vertical support pier column 37-1 and the pier top cover beam 37-2 are both reinforced concrete structures.

In the lower structure of the approach bridge, the two vertical piers form a transition section pier, and the pier top cover beams 37 - 2 of the two vertical bridge piers are cast as a whole, and the two form a horizontal cover beam 37 . In this embodiment, the bridge piers in the transition section include four bridge pier foundations, and two of the bridge pier foundations located in the middle of the four bridge pier foundations are cast as a whole.

Due to the deep burial depth of the steel-concrete pier foundation 37-3 and the long-term soaking of the steel-concrete pier foundation 37-3, when supporting the pier-side hydraulic jacking device 20 on the steel-concrete pier foundation 37-3, it is not only difficult to construct, but also difficult to construct. In addition, there are many potential safety hazards, and at the same time, the excavation of the steel-concrete pier foundation 37-3 will have a greater impact on the surrounding environment. Therefore, in this embodiment, the hydraulic jacking device 20 on the side of the supporting pier is supported on the horizontal concrete foundation 21, and the horizontal concrete foundation 21 and the steel-concrete pier foundation 37-3 are tightly connected as a whole, which can ensure the support on the one hand. The support stability of the hydraulic jacking device 20 on the pier side, on the other hand, reinforces the steel-concrete pier foundation 37-3.

During actual construction, a horizontal concrete foundation 21 is constructed on the two steel-concrete pier foundations 37-3 of the vertical piers. In order to support stable and reliable, and to meet the support requirements of the hydraulic jacking device 20 on the pier side, a transverse support beam 38 arranged along the transverse bridge is constructed on the two horizontal concrete foundations 21. The transverse support beam 38 It is a horizontally arranged reinforced concrete beam and is cast as one with the two horizontal concrete foundations 21 , the lateral support beam 38 is located directly below the lateral distribution beam 22 in the hydraulic jacking device 20 on the supported pier side.

In this embodiment, each of the approach bridge end jacking devices includes 5 vertical jacking devices 11 and 5 auxiliary support structures 12 , so that both ends of the main beam 1 of the approach bridge to be jacked can be satisfied. The need for a solid lift. Moreover, the upside-down jacks in the vertical jacking device 11 and the auxiliary support structure 12 are both hydraulic jacks with a maximum load-bearing capacity of 200 tons.

During actual construction, the number and arrangement positions of the vertical jacking devices 11 and the auxiliary support structures 12 included in each of the approach bridge end jacking devices can be adjusted accordingly according to specific needs.

In this embodiment, the longitudinal main beam 1-1 is a cast-in-place concrete beam or a composite box beam.

In this embodiment, the steel pipe support structure 3 at the bottom of the temporary support structure is the bottom steel pipe support structure, the lower connecting ring 3-3 of the bottom steel pipe support structure is the bottom support ring, and the bottom support ring passes through a plurality of The lower anchor bolts 10 are fixed on the reaction force foundation, and the lower anchor bolts 10 are arranged vertically; the bolt installation holes on the bottom support ring are bottom installation holes, and each of the lower anchor bolts 10 are installed in one of the bottom mounting holes. Therefore, the temporary support structure can be fastened and fixed on the reaction force foundation simply and quickly by the plurality of the lower anchor bolts 10, so as to ensure the stability of the temporary support structure during the lifting process.

In order to ensure that the temporary support structure can be installed horizontally and smoothly on the reaction force foundation, a lower leveling layer is arranged between the bottom steel pipe support structure and the reaction force foundation, and the upper surface of the lower leveling layer is a horizontal plane and Its upper surface is in close contact with the bottom steel pipe support structure; the lower leveling layer is a mortar leveling layer or a concrete leveling layer.

In this embodiment, as shown in FIG. 10 and FIG. 11 , the steel pipe support structure 3 located at the top of the temporary support structure is a top steel pipe support structure, and the temporary support structure further includes a steel pipe support structure arranged on the top steel pipe support structure. The power transmission jack 6 is arranged horizontally and is located directly above the top steel pipe support structure;

The rigid jacking member of the inverted jack is connected with the force-transmitting jack 6 located below it through a spherical hinge.

In this embodiment, the force transmission jack 6 is coaxially arranged with the upside-down jack.

In actual use, uniform force is transmitted downward through the force transmission jack 6.

In this embodiment, a vertical support base 7 is provided directly below the rigid jacking member, and the vertical support base 7 is fixed on the rigid jacking member and located at the right side of the temporary support structure. above;

The force transmission jack 6 includes a lower support seat 6-1 and an upper hinge seat 6-2 arranged on the lower support seat 6-1, and the upper hinge seat 6-2 is located directly above the lower support seat 6-1 The upper hinge seat 6-2 includes a seat body and an upper hinge joint 6-3 arranged directly above the seat body, and the lower support seat 6-1 is located directly above the top steel pipe support structure, so The upper hinge joint 6-3 and the seat body are both located directly above the lower support seat 6-1;

The upper hinge joint 6-3 is located just below the vertical support base 7 and the two form the spherical hinge.

In addition, the upper hinge joint 6-3 is arranged at the bottom of the vertical support base 7 and is located directly below the vertical support base 7, and the upper surface of the upper hinge joint 6-3 is connected to the vertical support base 7. The bottom surface of the vertical support base 7 and the upper hinge base 6-2 form the spherical hinge.

In this embodiment, as shown in FIG. 10 , the upper surface of the upper hinge joint 6 - 3 in the vertical jacking device 11 is a convex spherical surface, and the bottom surface of the vertical support base 7 is a concave spherical surface. In actual use, the upper surface of the upper hinge joint 6-3 in the vertical jacking device 11 can also be a concave spherical surface. At this time, the bottom surface of the vertical support base 7 is a convex spherical surface, and it is only necessary to transfer the force to support it. 6 and the vertical jack 2 can form a hinge. As shown in FIG. 11 , the upper surface of the upper hinge joint 6 - 3 in the auxiliary support structure 12 is a concave spherical surface, and the bottom surface of the vertical support base 7 is a convex spherical surface. In actual use, the upper surface of the upper hinge joint 6-3 in the auxiliary support structure 12 can also be a convex spherical surface. At this time, the bottom surface of the vertical support base 7 is a concave spherical surface. A hinge can be formed between the vertical jacks 2 .

As can be seen from the above content, the vertical jacking device 11 and the auxiliary support structure 12 are connected by a hinged connection between the force-transmitting jack 6 and the upside-down jack. In actual use, the contact surfaces of the force transmission jack 6 and the inverted jack (ie, the upper surface of the upper hinge joint 6-3 and the bottom surface of the vertical support base 7) can freely move. During the actual lifting process, the force-transmitting jack 6 and the upside-down jack can rotate accordingly, so that the angle between the upside-down jack and the horizontal plane can be fine-tuned, so that the upside-down jack is always in a vertical state, Therefore, the force in the vertical direction of the inverted jack can be fully guaranteed, the weak inclination force generated by the inverted jack during the lifting process can be effectively corrected, and the safety factor in the overall lifting process of the bridge can be increased.

In this embodiment, the lower support seat 6-1 is fixed on the top steel pipe support structure, the upper connecting ring 3-2 of the top steel pipe support structure is a lower fixing ring, and the lower support seat 6-1 passes through A plurality of fixing bolts 18 are fixed on the lower fixing ring; the bolt mounting holes on the lower fixing ring are fixing holes, the fixing bolts 18 are arranged vertically, and each fixing bolt 18 is installed in a fixing hole.

During the actual installation, the force transmission jack 6 can be easily, quickly and tightly fixed on the temporary support structure through the fixing bolts 18, so that the force transmission jack 6 and the temporary support structure are tightly connected as a whole to ensure the top During the lifting process, the connection between the force transmission jack 6 and the temporary support structure is firm and reliable.

In this embodiment, the bottom surface of the upper hinge joint 6-3 is a horizontal plane, and the seat body is cylindrical and arranged horizontally;

The lower support seat 6-1 is composed of a connecting seat 6-11 and an upper fixing ring 6-12 fixed on the outer side of the bottom of the connecting seat 6-11. The diameter of the body is the same, the bottom diameter of the connecting seat 6-11 is the same as the inner diameter of the upper fixing ring 6-12; -2 are all arranged coaxially, and a plurality of mounting holes for mounting the fixing bolts 18 are evenly opened on the upper fixing ring 6-12 along the circumferential direction.

In actual processing, the vertical support base 7, the lower support base 6-1 and the upper hinge base 6-2 are all steel support bases, the vertical support base 7 is cylindrical, and the force transmission support 6. The middle and lower support seat 6-1 and the upper hinge seat 6-2 are processed and made into one body.

In this embodiment, the upper connecting ring 3-2, the lower connecting ring 3-3 and the upper fixing ring 6-12 are all horizontal connecting rings, and all the horizontal connecting rings in the temporary support structure have the same structure and size, All vertical support steel pipes 3-1 in the temporary support structure have the same cross-sectional size; the outer diameter of the vertical support steel pipes 3-1 is larger than the diameter of the rigid jacking member.

In order to improve the support strength of the vertical supporting steel pipe 3-1, the outer diameter of the vertical supporting steel pipe 3-1 is larger than the diameter of the rigid jacking member, and the force-transmitting jacking 6 can easily and quickly reverse the Under the action of the jack, it is evenly transmitted downward to the temporary support structure.

As shown in FIG. 1 , the lower support structure of the approach bridge further includes a plurality of column piers 23 located between the bridge abutment 18 and the vertical pier, and the plurality of column piers 23 extend from the front to the longitudinal bridge direction. After the arrangement, a plurality of the column piers 23 are arranged vertically and all are supported directly below one of the longitudinal main beams 1-1;

The structures of the plurality of column piers 23 are the same, and each of the column piers 23 includes two symmetrically arranged vertical piers 13 and an upper part supported above the two vertical piers 13 The cover beam 24, the vertical pier column 13 is a reinforced concrete column, the upper cover beam 24 is a concrete cover beam arranged along the transverse bridge direction, and the two vertical pier columns 13 are fastened and connected by the upper cover beam 24 as one;

The main girder jacking device of the approach bridge also includes a plurality of column-type pier hydraulic jacking devices 25. The number of the column-type pier hydraulic jacking devices 25 is the same as the number of the column-type bridge piers 23 in the lower support structure of the approach bridge. The column-type bridge piers 23 are all provided with a column-type bridge pier hydraulic jacking device 25;

6 , 7 , 8 and 9 , in each of the main girder jacking devices of the approach bridge, the hydraulic jacking device 19 on the abutment side, the hydraulic jacking device 20 on the pier side and a plurality of the hydraulic jacking devices for the column piers 25 are all arranged on the same vertical plane, the structures of the plurality of column-type bridge pier hydraulic jacking devices 25 are the same, and each of the column-type bridge pier hydraulic jacking devices 25 is located in one of the longitudinal main beams 1- directly below 1;

Each of the column piers 23 is provided with a lower column beam 14 and an upper column beam 15, and the upper column beam 15 is located directly above the lower column beam 14; the lower column beam 14 Both the upper pillar-holding beams 15 are horizontal pillar-holding beams, and the horizontal pillar-holding beams are reinforced concrete beams fixed on the two vertical piers 13, and the horizontal pillar-holding beams are rectangular and are sleeved on two on each of the vertical piers 13 ; each of the column-type pier hydraulic jacking devices 25 is supported between one of the lower pillar-holding beams 14 and the upper pillar-holding beam 15 located directly above the lower pillar-holding beam 14 During the time, the lower column beam 14 is the reaction force foundation;

Each of the column-type bridge pier hydraulic jacking devices 25 includes a vertical hydraulic jacking mechanism supported between the lower pillar-holding beam 14 and the upper pillar-holding beam 15 , and the vertical hydraulic jacking mechanism includes vertical jacking The device 11 and the auxiliary support structure 12; the base of each of the inverted jacks in the hydraulic jacking device 25 for the column-type bridge pier is horizontally fixed on the bottom of the upper column beam 15, and the rigid jacks of each of the inverted jacks are The top is supported on the temporary support structure directly below it; each of the temporary support structures in the hydraulic jacking device 25 of the column type pier is supported on the lower pillar beam 14 .

In this embodiment, each of the vertical piers 13 in the column-type bridge piers 23 is supported directly above a vertical bored pile 26 .

It can be seen from the above content that each of the column-type piers 23 is not provided with a tie beam.

In order to ensure the smooth and smooth lifting process, in this embodiment, as shown in FIG. 8 , each of the column-type bridge pier hydraulic jacking devices 25 includes two sets of the vertical hydraulic The vertical hydraulic jacking mechanism is symmetrically supported on the left and right sides of the lower pillar beam 14; The vertical hydraulic jacking mechanism. Therefore, the number of the vertical hydraulic jacking mechanisms in each of the column-type pier hydraulic jacking devices 25 is two groups.

Each of the vertical hydraulic jacking mechanisms includes two vertical jacking devices 11 and an auxiliary support structure 12 supported between the two vertical jacking devices 11 . Each of the vertical hydraulic jacking devices In the lifting mechanism, the two vertical jacking devices 11 are symmetrically arranged on the left and right sides of the auxiliary support structure 12 and the three are arranged on the same cross section of the main beam.

During actual construction, according to specific needs, the number of vertical hydraulic jacking mechanisms included in each of the column-type pier hydraulic jacking devices 25 and the arrangement position of each vertical hydraulic jacking mechanism and each of the vertical hydraulic jacking mechanisms can be determined. The number and arrangement positions of the vertical jacking devices 11 and the auxiliary support structures 12 in the hydraulic jacking mechanism are adjusted accordingly.

In this embodiment, each of the vertical piers 13 and the two auxiliary support structures 12 located on the front and rear sides thereof are arranged on the same vertical plane.

As shown in FIG. 9 , each of the column piers 23 is provided with a lifting limiting device;

The length of the lower column beam 14 is the same as the length of the upper column beam 15, and the width of the lower column beam 14 is greater than the width of the upper column beam 15;

Each of the lifting limiting devices includes two lifting limiting mechanisms that are symmetrical to the upper left and right ends of the lower pillar-holding beam 14 , and each of the jacking-limiting mechanisms includes two that are symmetrical to the lower pillar-holding beam 14 . The lifting limit posts 17 at the front and rear ends; the lift limit posts 17 are vertical columns, and the vertical columns are steel columns spliced by a plurality of straight rods; the lift limit device The number of the middle lifting limit columns 17 is four, and the four lifting limit columns 17 are respectively fixed on the four top corners of the lower pillar beam 14; the height of the lifting limit columns 17 is greater than that to be lifted The jacking height of the main beam 1 of the approach bridge;

The upper column beam 15 is clamped between the two lifting limiting columns 17 in the lifting limiting mechanism.

The width of the lower column beam 14 refers to the transverse width of the lower column beam 14 , and the width of the upper column beam 15 refers to the transverse width of the upper column beam 15 .

In this embodiment, the steel column is a cubic column and includes four vertical support steel pipes arranged vertically, and two adjacent vertical support steel pipes are arranged on the same vertical plane from bottom to top through a plurality of them. The connecting steel pipes are tightly connected as a whole.

The mechanisms of the four lifting limiting columns 17 in the lifting limiting device are all the same, and the bottom of each lifting limiting column 17 is fixed to the lower column beam 14 through a plurality of embedded bolts 22 The upper part of each of the lifting limiting columns 17 extends above the bottom surface of the upper column-holding beam 15 to ensure the safety and reliability of the lifting construction process.

The four lifting limit posts 17 are all limit posts formed by welding on the lower pillar beam 14, which is convenient for welding and easy to construct, and only needs to be fixed on the lower pillar beam 14 through a plurality of embedded bolts 22. , which has changed the problems of long construction time and complicated construction process in the traditional use of reinforced concrete limit structure, and reduced the construction process of planting reinforcement, supporting formwork and pouring concrete on the lower column beam 14 and the upper column beam 15. In addition, the maintenance time of the reinforced concrete limit column is reduced, and the construction period is successfully shortened. At the same time, after the jacking construction is completed, the lifting limit column 17 can be dismantled as a whole, which is convenient for removal and reduces the traditional reinforced concrete limit structure. The process of chiseling.

In this embodiment, the number of column piers 23 included in each of the lower support structures of the approach bridge is nine, so each of the main beam jacking devices of the approach bridge includes nine hydraulic jacking devices 25 of the column piers.

In actual use, the number of the column-type pier hydraulic jacking devices 25 is determined according to the number of the column-type bridge piers 23 .

Since the vertical pier 13 has no supporting platform for the bottom of the vertical jacking device 11 and the auxiliary support structure 12, and the upper part of the vertical pier 13 is provided with an upper cover beam 24, the beam body of the upper cover beam 24 is relatively narrow And the jacking force cannot be transmitted evenly, so the lower pillar beams 14 and the upper pillar beams 15 are arranged on the vertical piers 13, and the vertical jacking device 11 and the auxiliary support structure 12 are placed in the vertical jacking. Between the device 11 and the auxiliary support structure 12, the lower pillar-holding beam 14 is used as the reaction force basis, and the main beam 1 of the approach bridge to be lifted is lifted synchronously by lifting the upper pillar-holding beam 15 upward.

Before the jacking construction, the lower column beam 14 and the upper column beam 15 are constructed on the vertical pier 13. After the lower column beam 14 and the upper column beam 15 are all constructed, the two groups of vertical beams are constructed. The hydraulic jacking mechanism is installed, and the vertical hydraulic jacking mechanism is located between the lower column beam 14 and the upper column beam 15; the two vertical piers 13 are located between the lower column beam 14 and the upper column beam 15; The pier column segment between the upper column beams 15 is the segment to be cut. After the installation of the two sets of vertical hydraulic jacking mechanisms is completed, the two segments to be cut are horizontally cut, specifically: The middle of the two to-be-cut sections is cut horizontally, so that each of the vertical piers 13 is divided into a lower pier and an upper pier directly above the lower pier; After all the pier columns 13 are cut, the upper pillar beam 15, the upper cover beam 24 and the main beam 1 of the approach bridge to be lifted are lifted synchronously by using the column pier hydraulic jacking device 25 until the main beam of the approach bridge to be lifted is lifted. 1 Lift into place, see Figure 9 for details.

As shown in FIG. 1 , the lower support structure of the approach bridge further includes a plurality of single-column piers 27 located between the bridge abutment 18 and the vertical bridge pier, and the plurality of the single-column piers 27 extend from the front to the longitudinal bridge direction. After the arrangement, a plurality of the single-column piers 27 are arranged vertically and are supported directly below one of the longitudinal main beams 1-1;

The main girder jacking device of the approach bridge also includes a plurality of single-column pier hydraulic jacking devices 28. The number of the single-column pier hydraulic jacking devices 28 is the same as the number of the single-column piers 27 in the lower support structure of the approach bridge. The single-column pier 27 is provided with a single-column pier hydraulic jacking device 28;

As shown in Fig. 12 and Fig. 13 , all the column piers 23 in the lower support structure of each approach bridge are divided into two groups, front and rear, and each group of the column piers 23 includes a plurality of columns arranged from front to back along the longitudinal bridge direction. Column-type piers 23; a plurality of the single-column piers 27 in each of the lower support structures of the approach bridge are located between the two groups of the column-type piers 23, and a plurality of the single-column piers 27 in each of the lower support structures of the approach bridge The column piers 27 and the two groups of the column piers 23 are all arranged on the same vertical plane;

Each of the single-column piers 27 includes a vertical pier 27-1, and the vertical pier 27-1 is located directly below one of the longitudinal main beams 1-1;

Each of the single-column piers 27 is provided with a pier body-supporting column beam 29, and the pier body-column-supporting beam 29 is a reinforced concrete beam fixed on the vertical pier column 27-1 and arranged horizontally. The pillar-bearing beam 29 of the pier body is square and is sleeved on the vertical pier column 27-1; each of the single-column pier hydraulic jacking devices 28 is supported on one of the pier body-bearing column beams 29, and the pier The body-supporting column beam 29 is the base of the reaction force;

Each of the single-column pier hydraulic jacking devices 28 includes a plurality of groups of pier body jacking mechanisms arranged along the longitudinal bridge direction from front to back on the same vertical plane. They are all the same and they are all located directly under one of the longitudinal main beams 1-1; each group of the pier body jacking mechanisms includes two vertical tops symmetrically arranged on the left and right sides of the vertical pier column 27-1. The lifting device 11 and two auxiliary support structures 12 symmetrically arranged on the left and right sides of the vertical pier 27-1, the two auxiliary support structures 12 in each group of the pier body jacking mechanisms are located in the two vertical piers. Between the jacking devices 11, the two auxiliary support structures 12 and the two vertical jacking devices 11 in each group of the pier jacking mechanisms are located at the same cross section of the main beam 1 of the approach bridge to be jacked. face;

The base of each inverted jack in the single-column pier hydraulic jacking device 28 is supported horizontally at the bottom of the main girder 1 of the approach bridge to be lifted, and the rigid jacking member of each inverted jack is supported at the bottom of the main beam 1 of the approach bridge to be lifted. On the temporary support structure directly below; each of the temporary support structures in the single-column pier hydraulic jacking device 28 is supported on the pier body pillar-carrying beam 29 .

In this embodiment, each of the single-column pier hydraulic jacking devices 28 includes two groups of the pier body jacking mechanisms, and the two groups of the pier body jacking mechanisms are symmetrically arranged at the front and rear of the vertical pier column 27-1. sides.

The vertical pier 27-1 is supported on a bored pile foundation, and the bored pile foundation supported by the vertical pier 27-1 is a steel-concrete foundation 27-2.

In this embodiment, the number of single-column piers 27 included in each of the lower support structures of the approach bridge is two, so each of the main beam jacking devices of the approach bridge includes two hydraulic jacking devices 28 of the single-column piers.

In actual use, the number of single-column pier hydraulic jacking devices 28 is determined according to the number of single-column piers 27 .

In this embodiment, each of the main beam jacking devices of the approach bridge further includes a plurality of jack rectification mechanisms for adjusting the position of the inverted jack; The number of inverted jacks included in the main girder jacking device is the same, and a jack rectifying mechanism is installed on each of the inverted jacks in the approach bridge main girder jacking device;

As shown in Figure 14, the jack correction mechanism includes a horizontal correction mechanism for horizontally adjusting the position of the adjusted upside-down jack; with reference to Figure 15, Figure 16, Figure 17 and Figure 18, the horizontal correction mechanism includes a plurality of horizontal adjustment mechanisms 32, a lower fixing plate 34 for mounting the base of the adjusted upside-down jack, and an upper fixing plate 33 located above the lower fixing plate 34, a plurality of the horizontal adjustment pieces 32 have the same structure and are arranged in the circumferential direction on The surrounding outer side of the adjusted upside-down jack; the base of the adjusted upside-down jack is horizontally fixed on the bottom of the lower fixing plate 34, the lower fixing plate 34 is fixed above the base of the adjusted upside-down jack, and the lower fixing plate 34 is a flat steel plate and its It is arranged in parallel with the base of the adjusted upside-down jack; the upper fixing plate 33 is a straight steel plate;

Each of the horizontal adjustment members 32 includes a vertical bolt rod 32-1, a limit nut 32-2 coaxially mounted on the bolt rod 32-1, and a coaxially mounted bolt rod 32 -1 The upper sliding member 32-3 at the top, the bolt rod 32-1 is a straight rod, the limit nut 32-2 is located under the upper sliding member 32-3, the limit nut 32-2 Connect with the bolt rod 32-1 in a threaded manner;

As shown in FIG. 15 , the upper fixing plate 33 is provided with a plurality of lateral sliding grooves 33-1 for lateral sliding of the upper sliding member 32-3 and a plurality of lateral sliding grooves for lateral movement of the bolt rod 32-1 The insertion hole 33-2, the lateral sliding groove 33-1 is a straight groove and is arranged parallel to the upper fixing plate 33, and the upper sliding member 32-3 is arranged parallel to the upper fixing plate 33; the The number of the lateral sliding grooves 33-1 is the same as the number of the upper sliding members 32-3, and the plurality of the lateral sliding grooves 33-1 are arranged in parallel and are arranged along the transverse direction of the bridge under construction, The structures and dimensions of the plurality of transverse sliding slots 33-1 are the same; the number of the transverse insertion holes 33-2 is the same as the number of the transverse sliding grooves 33-1, and the plurality of transverse insertion holes 33-2 They are all elongated holes and their structure and size are the same. A plurality of the transverse insertion holes 33-2 are arranged in parallel with the transverse sliding groove 33-1; the length of the transverse insertion holes 33-2 is the same as that of the transverse sliding holes The lengths of the shifting slots 33-1 are the same, and the width of the lateral insertion holes 33-2 is larger than the width of the lateral sliding slots 33-1; each of the lateral insertion holes 33-2 is located in one of the lateral sliding slots 33 Directly below -1, each of the transverse insertion holes 33-2 communicates with the transverse sliding groove 33-1 located directly above it;

As shown in FIG. 16 , the lower fixing plate 34 is provided with a plurality of longitudinal insertion holes 34-1 for longitudinal movement of the bolt rod 32-1, and the plurality of longitudinal insertion holes 34-1 are all elongated holes And its structure and size are the same, a plurality of the longitudinal insertion holes 34-1 are arranged in parallel and they are all arranged perpendicular to the horizontal insertion holes 33-2; the number of the longitudinal insertion holes 34-1 is the same as that of the transverse insertion holes. The number of 33-2 is the same, each of the longitudinal insertion holes 34-1 is located below one of the transverse insertion holes 33-2, and each of the longitudinal insertion holes 34-1 is connected to the transverse insertion hole 33 located below it. -2 constitutes a cross-shaped adjustment hole; the area where the longitudinal insertion hole 34-1 and the transverse insertion hole 33-2 intersect in each of the cross-shaped adjustment holes is a bolt installation hole for one of the bolt rods 32-1 to be installed , each of the bolt rods 32-1 is installed in one of the bolt installation holes;

The upper fixed plate 33 and the lower fixed plate 34 in the jack correction mechanism constitute a horizontal adjustment platform, and each of the upper sliding members 32-3 is arranged in one of the lateral sliding grooves 33-1, and each of the The limit nuts 32-2 are all supported on the bottom of the lower fixing plate 34, and each of the bolt rods 32-1 is fastened and fixed on the leveling platform by the upper sliding member 32-3 and the limit nut 32-2 ; The lower fixing plate 34 is fastened to the upper fixing plate 33 through a plurality of the horizontal adjustment pieces 32 .

Therefore, each of the upside-down jacks is provided with one of the jack rectifying mechanisms.

During actual construction, the upper sliding member 32-3 and the bolt rod 32-1 are fixedly connected by welding or by screwing.

In this embodiment, the upper sliding member 32-3 is a nut or a nut mounted on the bolt rod 32-1. Moreover, the top surface of the upper sliding member 32 - 3 is not higher than the top surface of the upper fixing plate 33 . Each of the upper sliding members 32-3 is clamped in one of the lateral sliding grooves 33-1.

The upper sliding member 32-3 can also be other types of sliding blocks, as long as it can translate in the lateral sliding groove 33-1 and be fixed on the top interface of the bolt rod 32-1.

For the convenience of processing, the upper fixing plate 33 and the lower fixing plate 34 are both rectangular steel plates.

In this embodiment, the upper fixing plate 33 and the lower fixing plate 34 are both rectangular steel plates and they are arranged vertically.

In actual use, the upper fixing plate 33 and the lower fixing plate 34 can also adopt other types of straight steel plates, such as square steel plates, circular steel plates, and the like.

In this embodiment, the number of the horizontal adjustment members 32 is four, and the four horizontal adjustment members 32 are respectively arranged on four vertices of a rectangle.

During actual processing, the number of the leveling members 32 and the arrangement position of each leveling member 32 can be adjusted accordingly according to specific needs.

In this embodiment, the jack rectifying mechanism further includes a vertical rectifying mechanism for adjusting the position of the adjusted upside-down jack on the vertical plane. The wedge-shaped steel plate 35 between the upper and lower fixing plates 33 and 34 is fastened and clamped by the vertical deviation correction mechanism. In addition, the vertical deviation correction mechanism is located between the plurality of horizontal adjustment members 32 .

The number of the wedge-shaped steel plates 36 is one or more, and a plurality of the wedge-shaped steel plates 36 are mounted between the upper fixing plate 33 and the lower fixing plate 34 from bottom to top. In actual use, the quantity of the wedge-shaped steel plates 36 in the vertical deviation correction mechanism can be adjusted accordingly according to specific needs.

It can be seen from the above content that each of the inverted jacks in the approach bridge end jacking device is provided with a jack rectifying mechanism, and the upper fixing plate 33 in the approach bridge end jacking device is fixed to the horizontal distribution beam 22. and the upper fixing plate 33 is fixed to the bottom of the transverse distribution beam 22 by a plurality of fasteners, the fasteners are arranged vertically and are fastening bolts and the like.

In this embodiment, the horizontal distribution beam 22 is formed by splicing two I-beams arranged on the same horizontal plane, and the two I-beams are both arranged along the transverse bridge direction. The horizontal distribution beams 22 are arranged horizontally, so that the upper fixing plate 33 fixed thereon can be arranged horizontally.

In actual construction, the upper fixing plate 33 in the jacking device at the end of the approach bridge can also be directly welded and fixed on the lateral distribution beam 22 .

In addition, each upside-down jack in the column-type bridge pier hydraulic jacking device 25 is provided with a jack rectifying mechanism, and the upper fixing plate 33 in the column-type bridge pier hydraulic jacking device 25 is fixed on the upper holding column. Beam 15 bottom. The upside-down jack is fixed on the bottom of the upper column beam 15 by the upper fixing plate 33, which can ensure that the position of the upside-down jack remains stationary during the lifting process, so as to ensure the smooth progress of the jacking process. Therefore, the actual installation and disassembly of the inverted jack are simple and convenient, the connection between the upper fixing plate 33 and the inverted jack is reliable, and the upper fixing plate 33 and the inverted jack are tightly connected as a whole.

In order to ensure that the upper fixing plate 33 at the bottom of the upper pillar beam 15 can be installed horizontally and smoothly, and to further ensure that the inverted jack is arranged vertically, the upper fixing plate 33 is fastened and fixed to the upper pillar through a plurality of upper anchors. The bottom of the beam 15; between the upper fixing plate 33 and the bottom of the upper column beam 15, there is an upper leveling layer, and the bottom surface of the upper leveling layer is a horizontal plane and its bottom surface is in close contact with the upper fixing plate 33; the upper leveling layer is The layer is a mortar leveling layer or a concrete leveling layer, and a plurality of the upper anchors are fixed in the upper leveling layer; the upper anchors are anchor bolts; when actually fixed, the upper fixing plate 33 is fixed by a plurality of vertical anchors The parts are fastened and fixed on the bottom of the upper column beam 15.

In this embodiment, the vertical anchor is an anchor. In actual construction, the vertical anchors may also use other types of anchors, such as planting bars fixed at the bottom of the upper column beam 15 .

Correspondingly, each of the upside-down jacks in the single-column pier hydraulic jacking device 28 is provided with a jack rectifying mechanism, and the upper fixing plate 33 in the single-column pier hydraulic jacking device 28 is fixed on the to-be-lifted. The bottom of the main beam 1 of the approach bridge (ie the longitudinal main beam 1-1).

In order to ensure that the upper fixing plate 33 at the bottom of the longitudinal main beam 1-1 can be installed horizontally and smoothly, and to further ensure that the inverted jacks are arranged vertically, the upper fixing plate 33 is fastened and fixed to the longitudinal main beam by a plurality of anchor bolts. 1-1 bottom; an upper leveling layer is provided between the upper fixing plate 33 and the bottom of the longitudinal main beam 1-1, and the bottom surface of the upper leveling layer is a horizontal plane and its bottom surface is in close contact with the upper fixing plate 33; the The upper leveling layer is a mortar leveling layer or a concrete leveling layer, and a plurality of the anchor bolts are fixed in the upper leveling layer.

Therefore, the actual installation and disassembly of the upper fixing plate 33 in the jack rectifying mechanism is simple and convenient, and after leveling through the upper leveling layer, the upper fixing plate 33 can be further ensured to be arranged horizontally. The connection between the lower fixing plate 34 and the upside-down jack is reliable, and the lower fixing plate 34 and the upside-down jack are fastened and connected as a whole. position is adjusted accordingly.

During actual use, the position of the upper fixing plate 33 is fixed. When the position of the inverted jack is adjusted horizontally and horizontally by the horizontal deviation correction mechanism, the lower fixed plate 34 or the inverted jack is pushed horizontally along the horizontal bridge direction, so that the lower fixed plate 34 and the inverted jack are synchronized to the horizontal bridge direction. During the movement of the lower fixed plate 34 and the horizontal bridge of the inverted jack, each horizontal adjustment member 32 is translated along the horizontal insertion hole 33-2; When the position of the inverted jack is adjusted vertically and horizontally, the lower fixed plate 34 or the inverted jack is pushed horizontally along the longitudinal bridge direction, so that the lower fixed plate 34 and the inverted jack can move in the longitudinal bridge direction synchronously; During the longitudinal movement of 34 and the vertical bridge of the inverted jack, the plurality of horizontal adjustment members 32 are all fixed. Therefore, the position of the inverted jack can be easily and quickly adjusted through the horizontal deviation correction mechanism, and the positions of the inverted jack can be adjusted in the longitudinal bridge direction and the horizontal bridge direction respectively, which can effectively ensure that the The horizontal position of the inverted jack is adjusted in place.

When adjusting the position of the inverted jack in the vertical direction, the vertical deviation correction mechanism is used to adjust, specifically, the wedge-shaped steel plate 36 is installed between the upper fixing plate 33 and the lower fixing plate 34 to adjust the The position of the above-mentioned inverted jack is adjusted, so the actual operation is simple and the realization is convenient.

In this embodiment, all vertical jacking devices 11 in the two approach bridge girder jacking devices constitute hydraulic jacking devices, and all auxiliary support structures 12 in the two approach bridge girder jacking devices constitute follow-up support devices. When actually lifting, all the vertical jacks 2 in the hydraulic jacking device act synchronously, and all the follow-up jacks 16 in the follow-up support device act synchronously. In addition, the hydraulic jacking device and the follow-up support device act alternately to complete the jacking construction process of the main beam 1 of the approach bridge to be jacked. In addition, the alternate action of the hydraulic jacking device and the follow-up support device refers to the alternate replacement of the steel pipe support structure 3 in the hydraulic jack-up device and the follow-up support device, and the actual operation is very simple, And the replacement process is safe and reliable.

When determining the reaction force foundation, the platform in the substructure of the bridge is generally used as the lifting reaction force foundation. When the platform is not set, the platform or the construction column beam attached to the substructure of the bridge is generally used as the lifting reaction force. Force foundation; when there is a cover beam on the lower structure of the bridge, the cover beam can be used as the jacking force point. When the width of the cover beam is not enough to install hydraulic jacks, the column-holding beam is used as the jacking force point; when When the lower structure of the bridge is not provided with a cover beam, the main beam of the upper structure of the bridge is used as the stress point.

As shown in Figure 19, when the utility model is used to carry out the jacking construction of the approach bridge of the large-span tied arch bridge, the following steps are included:

Step 1. Installation of the jacking device: respectively install the two lifting devices for the main beam of the approach bridge, and symmetrically arrange the two lifting devices for the main beam of the approach bridge on the left and right longitudinal main beams 1- 1 below;

Step 2, jacking: use the two approach bridge main beam jacking devices described in step 1 to synchronously lift the left and right longitudinal main beams 1-1 of the approach bridge main beam 1 to be lifted, until the left and right longitudinal main beams are lifted. 1-1 are all jacked into place;

Step 3. Connect the lower structure of the approach bridge: Connect the lower support structures of the approach bridge below the left and right longitudinal main beams 1-1 respectively, and make each of the longitudinal main beams 1 that are lifted into place in step 2. -1 Both are supported on the lower support structure of the approach bridge after a height connection;

Step 4. Dismantling of the jacking device: respectively dismantle the two lifting devices for the main beam of the approach bridge in step 1 to complete the lifting process of the main beam 1 of the approach bridge to be lifted.

In this embodiment, when the two approach bridge main girder jacking devices are installed in step 1, the installation methods of the two approach bridge main girder jacking devices are the same. The two main beam jacking devices of the approach bridge are symmetrically arranged, which can ensure that the main beam 1 of the approach bridge is evenly stressed during the jacking up process, and the support is stable.

When any one of the approach bridge main girder jacking devices is installed, the bridge abutment side hydraulic jacking device 19, the supporting bridge pier side hydraulic jacking device 20, all the column bridge pier hydraulic jacking devices 25 and all of the approach bridge main girder jacking devices are installed. The single-column pier hydraulic jacking devices 28 are installed separately, and the bridge abutment side hydraulic jacking device 19 is installed on the bridge abutment 18. A column pier hydraulic jacking device 25 is installed on the column pier 23, and a single column pier hydraulic jacking device 28 is installed on each single column pier 27 to ensure that each support of the main beam 1 of the approach bridge to be lifted is ensured. A hydraulic jacking device is installed on the piers so that the main girder 1 of the approach bridge to be jacked can be lifted smoothly.

Before lifting in step 2, the upper column beam 15 and the lower column beam 14 are constructed on each of the column piers 23, and the pier body column beam is constructed on each of the single column piers 27. 29. At the same time, construct the horizontal concrete foundation 21, the strip foundation 36 and the lateral support beam 38 respectively.

The upper column-supporting beam 15, the lower column-supporting beam 14 and the pier body-supporting column beam 29 are all reinforced concrete column-supporting beams. The friction between the old and new concrete structures bears the jacking load, so the surface of the old concrete structure needs to be chiseled within the range of the new and old concrete contact surfaces, and the chiseling depth is not less than 6mm to increase the friction coefficient.

In the present embodiment, when the upper column beam 15 and the lower column beam 14 are constructed on the column pier 23, the outer side of the column pier 23 at the position of the upper column beam 15 and the lower column beam 14 is constructed. The walls are respectively chiseled, so that the upper column beam 15 and the lower column beam 14 are tightly connected with the column pier 23 as a whole.

Correspondingly, when the pier body-supporting beam 29 is constructed on the single-column pier 27, the outer sidewall of the single-column pier 27 at the position of the pier body-supporting column beam 29 is chiseled, so that the pier body-supporting column beam 29 and The single-column pier 27 is fastened and connected as a whole.

In this embodiment, the large-span tie-rod arch bridge includes a main arch bridge and two approach bridges respectively arranged on the front and rear sides of the main arch bridge, and the main arch bridge and the two approach bridges are arranged in the same vertical plane;

Each of the approach bridges includes a main beam of the approach bridge and a lower structure of the approach bridge supported below the main beam of the approach bridge;

The main bridge of the arch bridge includes two symmetrically arranged left and right arch bridge superstructures, both of which are arranged along the longitudinal bridge direction, and the front and rear ends of each of the arch bridge superstructures are supported on one of the vertical piers. Each of the arch bridge superstructures includes two symmetrically arranged arch bridge composite structures and a plurality of cross beams connected between the two arch bridge composite structures from front to back along the longitudinal bridge direction, and a plurality of the cross beams All of them are arranged horizontally and along the transverse bridge direction, and a plurality of the beams are located on the same horizontal plane; each of the arch bridge composite structures is a steel tube concrete tied arch and includes a horizontally arranged longitudinal bridge main bridge. beam and an arch rib erected directly above the longitudinal bridge girder and arranged vertically, the arch rib is a steel tube concrete arch rib; the longitudinal bridge girder and the cross beam are reinforced concrete beams , the two longitudinal bridge main beams in the upper structure of each arch bridge are fastened and connected together by a plurality of the transverse beams to form a main bridge main beam;

The two main beams of the main bridge are the left main bridge main beam and the right main bridge main beam located on the right side of the left main bridge main beam, and each of the approach bridge main beams has two longitudinal main beams. The beams 1-1 are respectively the left longitudinal main beam and the right longitudinal main beam located on the right side of the left longitudinal main beam,

The left main bridge main girder and the left longitudinal main girder located on the front and rear sides thereof are all arranged on the same vertical plane, and the right main bridge main girder and the right side main beam located on the front and rear sides thereof are arranged on the same vertical plane. The longitudinal main beams are all arranged on the same vertical plane, between the left main bridge main beam and the left longitudinal main beam located on the front and rear sides of the left main bridge, and the right main bridge main beam and the front and rear two main beams. The right longitudinal main beams on the side are connected by transverse expansion joints, and the transverse expansion joints are arranged horizontally;

Before the jacking in step 2, the horizontal expansion joints between the to-be-connected ends of the two longitudinal main beams 1-1 of the approach bridge main beam 1 to be lifted and the main bridge main beam are disconnected, so that the The two longitudinal main beams 1-1 in the main beam 1 of the approach bridge to be lifted are separated from the main beam of the main bridge. The abutments 18 and the vertical piers are separated;

One side of the to-be-connected end of each of the longitudinal main beams 1-1 in the main beam 1 of the approach bridge to be lifted is provided with a newly-built main beam 30, and the newly-built main beam 30 is a concrete beam or a composite beam and its edge Longitudinal bridge layout; each of the newly built main beams 30 is connected to the to-be-connected end of one of the longitudinal main beams 1-1, and each of the newly built main beams 30 is laid out with the longitudinal main beam 1-1 to which it is connected On the same vertical plane, a plurality of vertical support piers 31 are arranged below each of the newly built main beams 30, and the plurality of vertical support piers 31 are arranged from front to back along the longitudinal bridge direction. The supporting pier 31 is a reinforced concrete bridge pier;

In step 3, after the lower structure of the approach bridge is heightened, each of the longitudinal main beams 1-1 lifted into place is fastened and connected to one of the newly built main beams 30 as a whole.

In this embodiment, when the jacking is performed in step 2, a trial jacking is performed first; after the jacking test is performed and it is detected that all the inverted jacks are working normally, the formal jacking is performed.

In this embodiment, before lifting in step 2, the bridge supports supporting the longitudinal main beam 1-1 on the bridge abutment 18, the vertical piers, the column piers 23 and the single-column piers 27 are all removed.

In addition, before the jacking is performed in step 2, all the column piers 23 below the main beam 1 of the approach bridge to be jacked need to be cut separately. In addition, when cutting each column pier 23 , in the column pier hydraulic jacking device 25 , each inverted jack is cut in a pressure-retained state.

In step 3, when the lower structure of the approach bridge is carried out, the abutments 18, the vertical piers, the column piers 23 and the single-column piers 27 are respectively heightened.

Wherein, when the bridge platform 18 is heightened, the platform top cover beam 18-2 is heightened. On the platform top cover beam 18-2, the construction platform is topped with a high cover beam, and the platform top connected high cover beam is a reinforced concrete cover beam and is cast into one with the platform top cover beam 18-2. The reinforcement cage in the cover beam is tightly connected with the reinforcement cage in the table top cover beam 18-2 as a whole. After the construction of the platform-topped high-cap beam is completed, a bridge bearing for supporting the main beam 1 of the approach bridge to be jacked up and in place is constructed on the platform-top-connected high-cap beam.

When connecting the ceiling beam 18-2 of the platform, the following steps are included:

Step A1, chisel off the concrete on the upper part of the table top cover beam 18-2, and expose the reinforcement cage inside the upper part of the table top cover beam 18-2;

Step A2, binding the reinforcement cages in the platform top-connected high cover beams, and fasten the binding reinforcement cages with the reinforcement cages in the platform top cover beams 18-2 as a whole;

In step A3, a formwork is erected on the outer side of the upper part of the platform top cover beam 18-2, and the platform top-connected high-cap beam is poured with concrete using the erected template to obtain the construction-formed platform-top connected high-cap beam.

In this embodiment, before lifting in step 2, the retaining wall on the abutment 18 needs to be removed.

In this embodiment, before the construction of the newly-built main beam 30, the bridge abutment 18 needs to be transformed. Additional foundation 18-4, the new bridge abutment foundation 18-4 is a bored pile foundation and it is a reinforced concrete foundation, and the horizontal cap and steel-concrete abutment foundation 18 in the new bridge abutment foundation 18-4 The horizontal cap of -3 is cast as a whole; at the same time, a new rib 18-5 is constructed on the side of each said rib 18-1 in the bridge abutment 18 close to the newly-built main beam 30, and the newly-added rib 18-5 is constructed. 18-5 and the rib 18-1 are poured into one body, and the newly added rib 18-5 is a reinforced concrete structure; and, a new cover beam is constructed on the side of the table top cover beam 18-2 close to the newly-built main beam 30 18-6, the new cover beam 18-6 is a reinforced concrete cover beam and it is poured into one with the platform top cover beam 18-2, so that the bridge abutment 18 is transformed into a bridge pier, and the new main beam 30 is One end is supported on the pier.

When the vertical bridge pier is heightened, the horizontal cover beam 37 is heightened. When the horizontal cover beam 37 is connected to the height, a pier is constructed on the horizontal cover beam 37 to connect the high cover beam, and the pier top is connected to the high cover beam. The reinforcement cage in the high cover beam on the top of the pier is fastened and connected with the reinforcement cage in the horizontal cover beam 37 as a whole.

After the construction of the pier top-connecting the high-cap beam is completed, the bridge bearing supporting the main beam 1 of the approach bridge to be lifted that is to be jacked in place is constructed on the pier-top-connect high-cap beam.

When the horizontal cover beam 37 is heightened, the following steps are included:

Step B1, chisel off the concrete on the upper part of the horizontal cover beam 37, and expose the reinforcement cage on the inner side of the upper part of the horizontal cover beam 37;

Step B2, binding the reinforcement cages in the high cover beams on the top of the pier, and tightening the binding reinforcement cages with the reinforcement cages in the horizontal cover beams 37 as a whole;

Step B3, erect a formwork on the upper outer side of the horizontal cap beam 37, and use the erected formwork to pour concrete on the pier top-connected high-cap beam to obtain the constructed pier-top-connected high cap beam.

As shown in FIG. 20 , when the column piers 23 are heightened, connecting piers are constructed between the lower piers and the upper piers of each of the vertical piers 13 in the column piers 23 39. The connecting pier 39 is a reinforced concrete column and is arranged on the same vertical line as the connected lower pier and the upper pier. In each of the vertical piers 13 , the vertically stressed steel bars of the lower pier and the upper pier are connected as a whole by the vertical stressed steel bars in the connecting piers 39 .

When constructing the connecting pier 39 between the lower pier and the upper pier of any one of the vertical piers 13 in the column-type piers 23, the following steps are included:

Step C1, chisel off the concrete at the lower part of the upper pier column, so as to expose the vertical stress steel bar on the inner and lower part of the upper pier column, and the exposed height of the vertical stress steel bar is 22cm-28cm; The concrete on the upper part of the lower pier column is chiseled, so that the vertical stress steel bar on the inner upper part of the lower pier column is exposed, and the exposed height of the vertical stress steel bar is 22cm-28cm;

Step C2, bind the reinforcement cages in the connecting piers 39 on the lower column-holding beam 14, and use extrusion sleeves to connect the vertically stressed steel bars in the reinforcement cages in the connecting piers 39 to the lower piers respectively. It is tightly connected with the vertical stress steel bars in the upper pier column;

In step C3, a formwork for constructing the connecting pier 39 is erected on the lower column-holding beam 14, and the connecting pier 39 is poured with concrete using the erected formwork.

In order to make the connecting piers 39 and the lower piers and the upper piers all poured into one piece, before the concrete is poured in step C3, the lower piers, the upper piers and the connecting piers 39 are also required to be placed. The contact surfaces of the concrete are chiseled to facilitate the connection of new and old concrete.

In both steps C2 and C3, the lower pillar beams 14 are used for construction, which is convenient for construction, and can effectively save construction costs and construction period.

After the lower pier and the upper pier of each of the vertical piers 13 in the column-type piers 23 are connected through the connecting piers 39, the post-connection piers are obtained; After the construction of the rear pier is completed, it is necessary to construct an outer reinforced concrete layer on the outside of the said elevated rear pier. On the outside, the connecting piers 39 in the elevated piers and the connection between the connecting piers 39 and the lower pier and the upper pier are reinforced by the outer reinforced concrete layer.

After the lower piers and the upper piers of the two vertical piers 13 in the column-type bridge pier 23 are connected by the connecting piers 39, the upper column beam 15 is removed. The upper surface of the outer reinforced concrete layer is higher than the upper surface of the upper column beam 15 .

In this embodiment, when the outer reinforced concrete layer is constructed, the lower column-supporting beam 14 is used for construction. When constructing the outer reinforced concrete layer, a template for constructing the outer reinforced concrete layer is erected on the lower column beam 14, and the outer reinforced concrete layer is constructed by using the erected template. In addition, the reinforcing cage in the outer reinforced concrete layer is fastened and connected to the lower column beam 14 through planting bars, so that the lower column beam 14 provides great convenience for the outer reinforced concrete layer, and it is also convenient to use. Formwork. Since the lower column beam 14 itself is a temporary structure, the construction of the column outsourcing part is carried out before the dismantling, which makes good use of the on-site resources.

After the construction of the outer reinforced concrete layer is completed, the height connection process of the column pier 23 is completed, and the lower column beam 14 does not need to be removed. The lower column beam 14 can be backfilled, which is not only easy to construct, but also more conducive to the stability of the overall structure of the bridge.

When the single-column pier 27 is heightened, a height-connecting pier is constructed on the single-column pier 27 , and the height-connecting pier is a reinforced concrete pier and is located directly above the single-column pier 27 .

When the single-column pier 27 is heightened, the following steps are included:

In step D1, the concrete on the upper part of the single-column pier 27 is chiseled, so that the vertical stress steel bar on the inner upper part of the single-column pier 27 is exposed, and the exposed height of the vertical stress steel bar is 22cm～28cm;

Step D2, on the single-column pier 27, bind the reinforcement cages in the height-connected pier columns, and use extruding sleeves to tie the vertically stressed steel bars in the reinforcement cages in the height-connected pier columns to the individual steel bars respectively. The vertical stressed steel bars in the column pier 27 are fastened and connected;

In step D3, a formwork for constructing the high-connecting pier column is supported on the single-column pier 27, and concrete pouring is performed on the high-connecting pier column using the supported formwork.

After the construction of the high-connecting pier column is completed, a bridge bearing for supporting the main beam 1 of the approach bridge to be lifted that is to be jacked in place is constructed on the high-connecting pier column.

The above are only preferred embodiments of the present utility model, and do not limit the present utility model. Any simple modifications, changes and equivalent structural changes made to the above embodiments according to the technical essence of the present utility model still belong to the scope of the present utility model. within the protection scope of the technical solution of the present invention.

Claims (8)

1. The utility model provides a long-span tied arch bridge approach bridge jacking system which characterized in that: the bridge approach main beam jacking device comprises a bridge approach main beam jacking device which is symmetrically arranged at the left side and the right side and is used for vertically jacking a bridge approach main beam (1) to be jacked, wherein the bridge approach main beam (1) to be jacked is a bridge approach main beam of a large-span tied arch bridge; the main girder (1) to be jacked is horizontally arranged and comprises a left longitudinal main girder (1-1) and a right longitudinal main girder (1-1) which are symmetrically arranged, and the two longitudinal main girders (1-1) are arranged along the longitudinal bridge direction; each approach bridge girder jacking device is supported under one longitudinal girder (1-1), each approach bridge girder jacking device comprises a bridge abutment side hydraulic jacking device (19) and a bridge pier side hydraulic jacking device (20), the structures of the bridge abutment side hydraulic jacking device (19) and the bridge pier side hydraulic jacking device (20) are the same, and the bridge abutment side hydraulic jacking device and the bridge pier side hydraulic jacking device are both approach bridge end jacking devices;

the main girder (1) to be jacked is supported on a lower approach bridge structure, the lower approach bridge structure comprises a left approach bridge lower supporting structure and a right approach bridge lower supporting structure which are symmetrically arranged, and each longitudinal main girder (1-1) is supported on one lower approach bridge supporting structure; each approach bridge lower supporting structure comprises an abutment (18) and a vertical pier; one end of the longitudinal main beam (1-1) is an end to be connected, which is supported on the bridge abutment (18), and the other end of the longitudinal main beam (1-1) is a connecting end, which is supported on the vertical bridge pier;

each bridge abutment (18) is provided with a bridge abutment side hydraulic jacking device (19) for vertically jacking the longitudinal main beam (1-1), and each vertical bridge abutment is provided with a bridge abutment side hydraulic jacking device (20) for vertically jacking the longitudinal main beam (1-1); each bridge abutment side hydraulic jacking device (19) is supported below the end to be connected of one longitudinal main beam (1-1), and each bridge abutment side hydraulic jacking device (20) is supported below the connecting end of one longitudinal main beam (1-1);

each abutment side hydraulic jacking device (19) is supported on an abutment foundation of one abutment (18), each pier side hydraulic jacking device (20) is supported on a pier foundation of one vertical pier or a horizontal concrete foundation (21), and the horizontal concrete foundation (21) is positioned on one side of the pier foundation and is integrally cast with the pier foundation; the bridge abutment foundation and the bridge pier foundation are both reinforced concrete foundations which are horizontally arranged; the abutment foundation, the pier foundation and the horizontal concrete foundation (21) are all reaction foundations;

each approach bridge end jacking device comprises a transverse distribution beam (22) supported at the bottom of the longitudinal main beam (1-1), a plurality of vertical jacking devices (11) arranged from left to right along the transverse bridge direction and a plurality of auxiliary support structures (12) arranged from left to right along the transverse bridge direction, wherein the vertical jacking devices (11) and the auxiliary support structures (12) are arranged in the vertical direction and are the same in quantity, the vertical jacking devices (11) and the auxiliary support structures (12) are supported under the transverse distribution beam (22), and the transverse distribution beam (22) is arranged along the transverse bridge direction and is parallel to the bottom surface of the supported longitudinal main beam (1-1); a plurality of vertical jacking devices (11) and a plurality of auxiliary supporting structures (12) in each approach bridge end jacking device are uniformly distributed on the same cross section of a main beam (1) to be jacked, and the vertical jacking devices (11) and the auxiliary supporting structures (12) in each approach bridge end jacking device are arranged in a staggered manner;

the vertical jacking device (11) comprises a vertical jack (2) and a vertical supporting mechanism arranged right below the vertical jack (2), the auxiliary supporting structure (12) comprises a follow-up jack (16) and a vertical supporting structure arranged right below the follow-up jack (16), and the vertical supporting mechanism and the vertical supporting structure are temporary supporting structures; the vertical jack (2) and the follow-up jack (16) are both inverted jacks which are vertically arranged, and the inverted jacks are hydraulic jacks with upward bases and downward rigid jacking pieces; the base of each inverted jack is horizontally fixed at the bottom of a transverse distribution beam (22) positioned right above the inverted jack, and a rigid jacking piece of each inverted jack is supported on the temporary support structure positioned right below the rigid jacking piece; each temporary supporting structure is supported on the counter-force foundation below the temporary supporting structure, each temporary supporting structure is formed by splicing a plurality of temporary supporting pieces arranged from bottom to top, the structures of the temporary supporting pieces are the same, and the temporary supporting pieces are all steel pipe supporting structures (3) arranged horizontally;

the steel pipe supporting structures (3) are cylindrical, and all the steel pipe supporting structures (3) in the temporary supporting structure are the same in diameter and are coaxially arranged; each steel pipe supporting structure (3) comprises a vertical supporting steel pipe (3-1), an upper connecting ring (3-2) and a lower connecting ring (3-3), wherein the upper connecting ring (3-2) and the lower connecting ring (3-3) are coaxially fixed at the upper part of the vertical supporting steel pipe (3-1), the upper connecting ring (3-2) and the lower connecting ring (3-3) are both horizontal circular steel plates and are both fixed on the outer side wall of the vertical supporting steel pipe (3-1), and the structures and the sizes of the upper connecting ring (3-2) and the lower connecting ring (3-3) are the same; the upper surface of the upper connecting ring (3-2) is flush with the upper surface of the vertical supporting steel pipe (3-1), and the bottom surface of the lower connecting ring (3-3) is flush with the bottom surface of the vertical supporting steel pipe (3-1); the upper connecting ring (3-2) and the lower connecting ring (3-3) are respectively provided with a plurality of bolt mounting holes which are uniformly distributed along the circumferential direction;

the temporary support structure comprises two steel pipe support structures (3) which are vertically adjacent to each other and form a steel pipe support combination, the steel pipe support structure (3) which is positioned above the steel pipe support combination is an upper steel pipe support structure, the steel pipe support structure (3) which is positioned below the steel pipe support combination is a lower steel pipe support structure, a lower connecting ring (3-3) of the upper steel pipe support structure and an upper connecting ring (3-2) of the lower steel pipe support structure in the steel pipe support combination are fixedly connected into a whole through a plurality of connecting bolts (4), and the lower connecting ring (3-3) and the upper connecting ring (3-2) which are fixedly connected into a whole through the plurality of connecting bolts (4) form a reinforcing ring; the connecting bolts (4) are vertically arranged, and each connecting bolt (4) is arranged in two bolt mounting holes which are communicated up and down in the reinforcing ring.

2. A large-span bowstring arch bridge approach bridge jacking system according to claim 1, wherein: each approach bridge main beam jacking device further comprises a plurality of jack deviation rectifying mechanisms for adjusting the positions of the inverted jacks; the number of the jack deviation rectifying mechanisms in each approach main beam jacking device is the same as that of the inverted jacks in the approach main beam jacking device, and each inverted jack in each approach main beam jacking device is provided with one jack deviation rectifying mechanism;

the jack deviation rectifying mechanism comprises a horizontal deviation rectifying mechanism for horizontally adjusting the position of the adjusted inverted jack, the horizontal deviation rectifying mechanism comprises a plurality of horizontal adjusting pieces (32), a lower fixing plate (34) for installing a base of the adjusted inverted jack and an upper fixing plate (33) positioned above the lower fixing plate (34), and the horizontal adjusting pieces (32) are identical in structure and are arranged on the outer side of the periphery of the adjusted inverted jack in the circumferential direction; the base of the adjusted inverted jack is horizontally fixed at the bottom of a lower fixing plate (34), the lower fixing plate (34) is fixed above the base of the adjusted inverted jack, and the lower fixing plate (34) is a flat steel plate and is arranged in parallel with the base of the adjusted inverted jack; the upper fixing plate (33) is a straight steel plate;

each horizontal adjusting piece (32) comprises a bolt rod (32-1) arranged vertically, a limiting nut (32-2) coaxially arranged on the bolt rod (32-1) and an upper sliding piece (32-3) coaxially arranged at the top of the bolt rod (32-1), the bolt rod (32-1) is a straight rod, the limiting nut (32-2) is positioned below the upper sliding piece (32-3), and the limiting nut (32-2) is connected with the bolt rod (32-1) in a threaded mode;

the upper fixing plate (33) is provided with a plurality of transverse sliding grooves (33-1) for the transverse sliding of the upper sliding parts (32-3) and a plurality of transverse insertion holes (33-2) for the transverse movement of the bolt rods (32-1), the transverse sliding grooves (33-1) are straight grooves and are arranged in parallel with the upper fixing plate (33), and the upper sliding parts (32-3) are arranged in parallel with the upper fixing plate (33); the number of the transverse sliding grooves (33-1) is the same as that of the upper sliding pieces (32-3), the transverse sliding grooves (33-1) are arranged in parallel and are arranged along the transverse bridge direction of a constructed bridge, and the structures and the sizes of the transverse sliding grooves (33-1) are the same; the number of the transverse insertion holes (33-2) is the same as that of the transverse sliding grooves (33-1), a plurality of the transverse insertion holes (33-2) are all elongated holes and are the same in structure and size, and a plurality of the transverse insertion holes (33-2) are all arranged in parallel with the transverse sliding grooves (33-1); the length of the transverse insertion hole (33-2) is the same as that of the transverse sliding groove (33-1), and the width of the transverse insertion hole (33-2) is larger than that of the transverse sliding groove (33-1); each transverse insertion hole (33-2) is positioned right below one transverse sliding groove (33-1), and each transverse insertion hole (33-2) is communicated with the transverse sliding groove (33-1) positioned right above the transverse insertion hole;

the lower fixing plate (34) is provided with a plurality of longitudinal insertion holes (34-1) for the bolt rods (32-1) to move longitudinally, the longitudinal insertion holes (34-1) are all strip-shaped holes and have the same structure and size, and the longitudinal insertion holes (34-1) are all arranged in parallel and are all arranged perpendicular to the transverse insertion holes (33-2); the number of the longitudinal jacks (34-1) is the same as that of the transverse jacks (33-2), each longitudinal jack (34-1) is positioned below one transverse jack (33-2), and each longitudinal jack (34-1) and the transverse jack (33-2) positioned below the longitudinal jack form a cross-shaped adjusting hole; the area of the cross-shaped adjusting hole, where the longitudinal insertion hole (34-1) and the transverse insertion hole (33-2) intersect, is a bolt mounting hole for mounting one bolt rod (32-1), and each bolt rod (32-1) is mounted in one bolt mounting hole;

an upper fixing plate (33) and a lower fixing plate (34) in the jack deviation rectifying mechanism form a horizontal adjusting platform, each upper sliding part (32-3) is uniformly distributed in one transverse sliding groove (33-1), each limiting nut (32-2) is supported at the bottom of the lower fixing plate (34), and each bolt rod (32-1) is fixedly fastened on the horizontal adjusting platform through the upper sliding part (32-3) and the limiting nut (32-2); the lower fixing plate (34) is fixedly connected with the upper fixing plate (33) through a plurality of horizontal adjusting pieces (32).

3. A large-span bowstring arch bridge approach bridge jacking system according to claim 2, wherein: the jack deviation rectifying mechanism further comprises a vertical deviation rectifying mechanism for adjusting the position of the inverted jack to be adjusted on the vertical surface, the vertical deviation rectifying mechanism comprises a wedge-shaped steel plate (35) which is cushioned between an upper fixing plate (33) and a lower fixing plate (34), and the vertical deviation rectifying mechanism is fastened and clamped between the upper fixing plate (33) and the lower fixing plate (34).

4. A large-span bowstring arch bridge approach bridge jacking system according to claim 1, wherein: the steel pipe supporting structure (3) positioned at the bottom in the temporary supporting structure is a bottom steel pipe supporting structure, a lower connecting ring (3-3) of the bottom steel pipe supporting structure is a bottom supporting ring, the bottom supporting ring is fixed on the counter-force base through a plurality of lower anchor bolts (10), and the lower anchor bolts (10) are vertically arranged; the bolt mounting holes on the bottom support ring are bottom mounting holes, and each lower anchor bolt (10) is mounted in one of the bottom mounting holes.

5. A large-span bowstring arch bridge approach bridge jacking system according to claim 1, wherein: the approach bridge lower supporting structure further comprises a plurality of column type piers (23) which are all located between the abutment (18) and the vertical piers, the column type piers (23) are arranged from front to back along the longitudinal bridge direction, the column type piers (23) are arranged in the vertical direction and are all supported under one longitudinal main beam (1-1);

the structures of the plurality of column type piers (23) are the same, each column type pier (23) comprises two vertical piers which are symmetrically arranged at the left and right sides and an upper cover beam (24) which is supported above the two vertical piers, the vertical piers are reinforced concrete columns, the upper cover beam (24) is a concrete cover beam which is arranged along the transverse bridge direction, and the two vertical piers are fixedly connected into a whole through the upper cover beam (24);

the approach bridge girder jacking device also comprises a plurality of column pier hydraulic jacking devices (25), the number of the column pier hydraulic jacking devices (25) is the same as that of the column piers (23) in the support structure at the lower part of the approach bridge, and each column pier (23) is provided with one column pier hydraulic jacking device (25);

a bridge abutment side hydraulic jacking device (19), a pier side hydraulic jacking device (20) and a plurality of column type pier hydraulic jacking devices (25) in each approach girder jacking device are uniformly distributed on the same vertical surface, the structures of the column type pier hydraulic jacking devices (25) are the same, and each column type pier hydraulic jacking device (25) is positioned under one longitudinal girder (1-1);

each column pier (23) is provided with a lower column embracing beam (14) and an upper column embracing beam (15), and the upper column embracing beam (15) is positioned right above the lower column embracing beam (14); the lower column embracing beam (14) and the upper column embracing beam (15) are both horizontal column embracing beams, the horizontal column embracing beams are reinforced concrete beams fixed on the two vertical piers, and the horizontal column embracing beams are rectangular and are sleeved on the two vertical piers; each column pier hydraulic jacking device (25) is supported between one lower column embracing beam (14) and an upper column embracing beam (15) positioned right above the lower column embracing beam (14), and the lower column embracing beam (14) is used as the counter-force foundation;

each column pier hydraulic jacking device (25) comprises a vertical hydraulic jacking mechanism supported between a lower column embracing beam (14) and an upper column embracing beam (15), and the vertical hydraulic jacking mechanism comprises a vertical jacking device (11) and an auxiliary support structure (12); the base of each inverted jack in the hydraulic jacking device (25) of the column pier is horizontally fixed at the bottom of the upper column-holding beam (15), and a rigid jacking piece of each inverted jack is supported on the temporary support structure positioned right below the rigid jacking piece; and each temporary supporting structure in the column pier hydraulic jacking device (25) is supported on the lower column-holding beam (14).

6. A large-span bowstring arch bridge approach bridge jacking system according to claim 5, wherein: the number of the vertical hydraulic jacking mechanisms in each column type pier hydraulic jacking device (25) is two, and the two groups of vertical hydraulic jacking mechanisms are symmetrically supported above the left side and the right side of the lower column embracing beam (14); each group of vertical hydraulic jacking mechanisms comprises two vertical hydraulic jacking mechanisms symmetrically arranged on the front side and the rear side of one vertical pier stud;

every vertical hydraulic jacking mechanism all includes two vertical jacking devices (11) and one and supports in two auxiliary support structure (12) between vertical jacking device (11), every two among the vertical hydraulic jacking mechanism vertical jacking device (11) symmetry lay in the left and right sides of auxiliary support structure (12) and the three equipartition is located and is waited to jack up on the same cross section of approach bridge girder (1).

7. A large-span bowstring arch bridge approach bridge jacking system according to claim 5, wherein: each column pier (23) is provided with a jacking limiting device;

the length of the lower column embracing beam (14) is the same as that of the upper column embracing beam (15), and the width of the lower column embracing beam (14) is greater than that of the upper column embracing beam (15);

each jacking limiting device comprises two jacking limiting mechanisms which are symmetrical above the left end and the right end of the lower embracing column beam (14), and each jacking limiting mechanism comprises two jacking limiting columns (17) which are symmetrical at the front end and the rear end of the lower embracing column beam (14); the jacking limiting column (17) is a vertical upright column which is a steel upright column formed by splicing a plurality of straight rod pieces; the number of jacking limiting columns (17) in the jacking limiting device is four, and the four jacking limiting columns (17) are respectively fixed on four top corners of the lower column-embracing beam (14);

the upper column-holding beam (15) is clamped between the two jacking limiting columns (17) in the jacking limiting mechanism.

8. A large-span bowstring arch bridge approach bridge jacking system according to claim 5, wherein: the approach bridge lower supporting structure further comprises a plurality of single-column piers (27) which are all located between the abutment (18) and the vertical pier, the single-column piers (27) are arranged from front to back along the longitudinal bridge direction, the single-column piers (27) are arranged in the vertical direction and are all supported under one longitudinal main beam (1-1);

the bridge approach main beam jacking device further comprises a plurality of single-column pier hydraulic jacking devices (28), the number of the single-column pier hydraulic jacking devices (28) is the same as that of the single-column piers (27) in the bridge approach lower supporting structure, and each single-column pier (27) is provided with one single-column pier hydraulic jacking device (28);

all the column type piers (23) in the support structure at the lower part of each approach bridge are divided into a front group and a rear group, and each group of column type piers (23) comprises a plurality of column type piers (23) which are arranged from front to back along the longitudinal bridge direction; a plurality of single-column piers (27) in each approach bridge lower supporting structure are positioned between two groups of column piers (23), and a plurality of single-column piers (27) and two groups of column piers (23) in each approach bridge lower supporting structure are uniformly distributed on the same vertical surface;

each single-column pier (27) comprises a vertical pier column which is positioned right below one longitudinal main beam (1-1);

each single-column pier (27) is provided with a pier body column holding beam (29), the pier body column holding beams (29) are reinforced concrete beams which are fixed on the vertical pier columns and are horizontally arranged, and the pier body column holding beams (29) are square and are sleeved on the vertical pier columns; each single-column pier hydraulic jacking device (28) is supported on one pier body column holding beam (29), and the pier body column holding beam (29) is the counter force foundation;

each single-column pier hydraulic jacking device (28) comprises a plurality of groups of pier body jacking mechanisms which are arranged on the same vertical surface from front to back along the longitudinal bridge direction, the structures of the plurality of groups of pier body jacking mechanisms are the same, and the plurality of groups of pier body jacking mechanisms are all positioned under one longitudinal main beam (1-1); each set of pier body jacking mechanisms comprises two vertical jacking devices (11) symmetrically arranged on the left side and the right side of a vertical pier column and two auxiliary supporting structures (12) symmetrically arranged on the left side and the right side of the vertical pier column, two auxiliary supporting structures (12) in each set of pier body jacking mechanisms are located between the two vertical jacking devices (11), and the two auxiliary supporting structures (12) and the two vertical jacking devices (11) in each set of pier body jacking mechanisms are located on the same cross section of a main girder (1) of an approach bridge to be jacked;

the base of each inverted jack in the single-pier hydraulic jacking device (28) is horizontally supported at the bottom of the main girder (1) of the approach bridge to be jacked, and the rigid jacking piece of each inverted jack is supported on the temporary support structure positioned right below the rigid jacking piece; and each temporary supporting structure in the single-pier hydraulic jacking device (28) is supported on a pier body column holding beam (29).

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