CN211872669U - Uneven jacking system of current bridge superstructure - Google Patents
Uneven jacking system of current bridge superstructure Download PDFInfo
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- CN211872669U CN211872669U CN202020341761.4U CN202020341761U CN211872669U CN 211872669 U CN211872669 U CN 211872669U CN 202020341761 U CN202020341761 U CN 202020341761U CN 211872669 U CN211872669 U CN 211872669U
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Abstract
The utility model discloses an uneven jacking system of the existing bridge superstructure, which comprises a hydraulic synchronous control system, wherein each bearing platform is respectively provided with an enlarged foundation along the circumferential direction, and the enlarged foundation of each pier is respectively upwards connected with a plurality of pairs of height-variable jack mechanisms and height-variable temporary pier mechanisms; the height-variable jack mechanism comprises a large-tonnage jack, a first supporting steel cylinder, a first steel extension joint and a first tetrafluoro plate; the height-variable temporary pier mechanism comprises a second supporting steel cylinder, a second steel extension joint and a second tetrafluoro plate; the hydraulic synchronous control system is connected with two sets of pump stations, and the hydraulic synchronous control system controls large-tonnage jacks in the variable-height jack mechanisms through the first pump station and the second pump station. The utility model discloses in the current infrastructure in city updates, can make full use of current situation bridge construction, reduce the waste, improved construction efficiency, easy to assemble jacking equipment can not babadly participate in the jack of jacking, can each pier department climbing mechanism's of accurate control jacking range.
Description
Technical Field
The utility model relates to a bridge jacking construction technical field.
Background
In the process of building or modifying (expanding) an urban road system, the more developed cities are, the more likely the cities are, the more the existing bridges are to be utilized. The existing bridge is utilized to have better economical efficiency, the construction period can be effectively shortened, if the existing bridge is determined to be utilized, the elevation and the slope direction of the existing bridge deck are required to be adjusted according to the overall design of a newly built or reconstructed (expanded) road system, and the existing bridge is required to be jacked. When carrying out jacking operation to current bridge, have following technical problem:
1. the size of a bearing platform of the existing bridge cannot meet the site requirement of installation of jacking equipment, and enough jacking equipment is difficult to install; if the number of the jacking equipment is not enough, the jacking quality and jacking safety are difficult to ensure.
2. The existing bridge jacking relates to oblique jacking, and is not integral upward synchronous jacking, but one end of the existing bridge jacking is almost motionless (rotates by a small angle), and the other end of the existing bridge jacking can be several meters upwards. Make roof beam body angle constantly change at the jacking in-process, the wedge volume of fulcrum position constantly changes thereupon to the jack of jacking is participated in to be damaged easily, and then reduces jacking efficiency, improves the jacking cost.
3. In the jacking process, the beam body can horizontally move, so that the bridge structure is easily damaged or the jack is easily damaged.
4. Because the jacking is performed in an inclined way, the jacking speeds of all bridge piers are different, and the existing displacement synchronous control mode is difficult to adapt to the requirement of accurately controlling the jacking amplitude of the jacking mechanism at all bridge piers.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a current bridge jacking system, easy to assemble jacking equipment can not babadly participate in the jack of jacking, can each pier of accurate control department climbing mechanism's jacking range.
In order to achieve the purpose, the uneven jacking system of the existing bridge superstructure of the utility model comprises a hydraulic synchronous control system, and bearing platforms are arranged at each pier; the end part of the existing bridge along the bridge direction is provided with a bridge abutment;
the existing bridge superstructure comprises a box-shaped beam and a capping beam, wherein a box-shaped beam support is arranged on the top surface of the capping beam, the box-shaped beam is supported on the box-shaped beam support, a bridge pavement is laid on the upper surface of the box-shaped beam, and an expansion joint structure is arranged at the bridge pavement above a pier;
each bearing platform is provided with an enlarged foundation along the circumferential direction, and the enlarged foundation of each pier is respectively and upwards connected with a plurality of pairs of height-variable jack mechanisms and height-variable temporary pier mechanisms;
the height-variable jack mechanism comprises a large-tonnage jack, a first supporting steel cylinder, a first steel extension joint and a first tetrafluoro plate; the first steel joint long section is used for connecting a first supporting steel cylinder in the jacking process of the existing bridge superstructure, the large-tonnage jack is arranged on the first steel joint long section or the first supporting steel cylinder, the first tetrafluoro plate is arranged between an extension rod of the large-tonnage jack and the bottom surface of the capping beam of the existing bridge, and the first tetrafluoro plate is used for allowing the extension rod of the large-tonnage jack to generate relative displacement with the bottom surface of the capping beam in the jacking process of the existing bridge superstructure; the large-tonnage jack is used for providing jacking force for the upper structure of the existing bridge and adopts a double-acting jack with a mechanical self-locking structure;
the height-variable temporary pier mechanism comprises a second supporting steel cylinder, a second steel extension joint and a second tetrafluoro plate;
the first supporting steel cylinder and the second supporting steel cylinder are arranged adjacently and are arranged on the bearing platform or on the expansion foundation; the second steel joint long section is used for connecting a second supporting steel cylinder in the jacking process of the existing bridge superstructure; the second tetrafluoro plate is arranged between the bottom surface of the cover beam of the existing bridge and the second supporting steel cylinder or the second steel extension section and is used for allowing the second supporting steel cylinder or the second steel extension section to generate relative displacement with the bottom surface of the cover beam in the process of jacking the upper structure of the existing bridge;
the hydraulic synchronous control system is connected with two sets of pump stations, namely a first pump station and a second pump station; the first pump station is connected with a large-tonnage jack in the half-height-variable jack mechanism; the second pump station is connected with the large-tonnage jack in the other half of the height-variable jack mechanism;
the first pump station and the second pump station are connected with a hydraulic synchronous control system, and the hydraulic synchronous control system controls large-tonnage jacks in the high-jack mechanism through the first pump station and the second pump station.
A steel connecting rod is connected between the first supporting steel cylinder and the second supporting steel cylinder, one end of the connecting rod is welded with the first supporting steel cylinder, and the other end of the connecting rod is welded with the second supporting steel cylinder.
The monitoring jacks are used for monitoring the stress condition of the box girder when the upper structure of the existing bridge is jacked up, and protecting the box girder from being damaged; the monitoring jack adopts a double-acting jack with a mechanical self-locking structure.
And steel string sensors for monitoring the stress condition of the second supporting steel cylinders are respectively arranged on the second supporting steel cylinders, and the connecting circuits of the steel string sensors are respectively connected with the hydraulic synchronous control system through the first pump station or the second pump station.
Two ends of a cover beam of the existing bridge superstructure are respectively provided with a plurality of laser pendulums, and connecting circuits of the laser pendulums are respectively connected with a hydraulic synchronous control system through a first pump station or a second pump station; the laser plumb ball is used for measuring the distance to the ground at both ends of the bent cap.
The utility model also discloses an inhomogeneous jacking construction method of using above-mentioned inhomogeneous jacking system of current bridge superstructure carries out according to following step:
the first step is to build an enlarged foundation; after a bearing platform and an abutment of the existing bridge are excavated and exposed, stripping an original concrete protective layer from the exposed bearing platform and abutment, manufacturing a reinforcement cage for expanding a foundation by welding and planting reinforcements, and then pouring concrete to form an expanded foundation; dismantling the expansion joint structure on the bridge pavement;
the second step is to install a height-changing jack mechanism and a height-changing temporary pier mechanism in pairs on the bearing platform and/or the expanding foundation;
respectively installing first tetrafluoro plates between the extension rod of each large-tonnage jack and the bottom surface of the capping beam of the existing bridge, and respectively installing second tetrafluoro plates between each second supporting steel cylinder or each second steel connecting long section and the bottom surface of the capping beam of the existing bridge; steel string sensors for monitoring the stress condition of the second supporting steel cylinders are respectively arranged on the second supporting steel cylinders, a plurality of monitoring jacks are arranged between the top surface of the capping beam and the box-shaped beam, and the monitoring jacks are adjacent to the existing box-shaped beam support on the capping beam; a third tetrafluoro plate is arranged between the monitoring jack and the box beam, a plurality of laser vertical balls are respectively arranged at two ends of the capping beam, and a steel connecting rod is welded between the first supporting steel cylinder and the second supporting steel cylinder, so that the first supporting steel cylinder and the second supporting steel cylinder form an integral structure;
the hydraulic synchronous control system is connected with each large-tonnage jack, each steel string sensor and each monitoring jack through a first pump station and a second pump station;
the third step is cutting pier and lifting;
the method specifically comprises the steps that the upward jacking force of each large-tonnage jack is adjusted through a hydraulic synchronous control system, then a rope saw is adopted to horizontally cut off the existing pier at a position 0.5 m above a bearing platform, and then jacking and temporary supporting operations are carried out;
the jacking and temporary supporting operation comprises the following steps: controlling the extension rod of the large-tonnage jack of each height-variable jack mechanism to lift upwards through a hydraulic synchronous control system, adjusting the supporting height on each second supporting steel cylinder by arranging a second steel extension section after the maximum stroke of each large-tonnage jack is reached, and controlling the extension rod of each large-tonnage jack to withdraw downwards through the hydraulic synchronous control system so that the weight of the upper structure of the bridge falls on the height-variable temporary bridge pier mechanism through a capping beam; in the jacking and temporary supporting operation, workers adjust construction actions according to the measurement data of the steel string sensors and the laser vertical balls, and ensure that the two ends of the transverse bridge of the cover beam are synchronously jacked and the two ends of the longitudinal bridge of the cover beam are synchronously jacked according to a preset proportion;
then installing a first steel joint section on a first support steel cylinder under each large-tonnage jack, and carrying out jacking and temporary support operation again until the existing bridge superstructure is jacked to a preset position, wherein the existing bridge superstructure is supported by a height-variable temporary pier mechanism;
the fourth step is connecting piers;
after the existing bridge superstructure is jacked to a preset position, marking, positioning and chiseling ranges at the section of a cut pier, and then performing annular joint cutting operation on the marking positions by adopting a rope saw, wherein the depth of the joints is based on that reinforcing steel bars are not damaged;
then, breaking the concrete below the cut of the upper section of the cut pier and above the cut of the lower section by adopting an artificial pneumatic pick; after concrete in the slotting range is removed, reinforcing steel bar connection and reinforcement are carried out on the bridge pier fracture, the reinforcing steel bar connection mode is straight thread connection, and the reinforcement mode is bar planting;
then installing a pier template with an attached vibrator outside, and pouring concrete at the fracture by adopting a concrete pump truck to complete pier connection;
fifthly, building new connecting piers and capping beams at the existing bridge abutment;
the existing abutment is dismantled by a rope saw, and pier column connecting reinforcing steel bars are reserved in the dismantling process; binding pier reinforcing steel bars after dismantling, and pouring pier concrete; finally binding the cover beam reinforcing steel bars, and pouring cover beam concrete to complete the newly-built connecting pier and the cover beam;
the sixth step is to drop the beam;
carrying out beam falling construction after the strength of the newly-built connecting pier and the newly-built cover beam meets the requirement; before the beam falling construction, each monitoring jack and a large-tonnage jack at a joint pier are utilized to jack up the box beam, and the jacking height is based on convenience for installing a wedge-shaped steel plate at the bottom of the box beam and installing a new rubber plate type support; after the wedge-shaped steel plates and the rubber plate type supports are installed, the extension rods of the monitoring jacks and the large-tonnage jacks at the connection piers are controlled to retract downwards to drop the beams until all the box-shaped beams drop on the box-shaped beam supports on the cover beams, and uneven jacking construction is completed.
In the second step, the bottom of first support steel cylinder and second support steel cylinder all is equipped with the steel flange, and the steel flange of first support steel cylinder and second support steel cylinder all is connected with the cushion cap or enlarges the basis through chemical crab-bolt.
The utility model discloses have following advantage:
in the updating of the existing infrastructure of the city, the bridge structure at the current situation can be fully utilized, the waste is reduced, and the construction efficiency is improved.
The utility model discloses a build and enlarge the basis, for the installation many to uprising jack mechanism and uprise interim pier mechanism and provide the space, avoid jacking equipment not enough to reduce jacking quality and bring the jacking danger.
The utility model discloses carry out synchronous jacking to current bridge, rather than the jacking mode that one end is nearly motionless, other end jacking several meters, cooperate first tetrafluoro board, second tetrafluoro board and third tetrafluoro board, the jacking in-process allows to take place relative displacement between current bridge superstructure and jacking equipment or the support equipment, avoids damaging current bridge superstructure or jacking equipment or support equipment, has promoted jacking efficiency, has reduced the equipment loss of jacking in-process.
The utility model discloses an inhomogeneous jacking system of current bridge superstructure can each pier of accurate control department the jacking range of each large-tonnage jack, and the actual jacking effect can comparatively match accurately with the height of predetermined jacking in proportion.
The height-variable jack mechanisms and the height-variable temporary pier mechanisms are arranged in pairs, so that the height-variable temporary pier mechanisms support the existing bridge superstructure at the non-jacking stage of each height-variable jack mechanism, and the existing bridge superstructure is guaranteed to be stably supported.
When the first tetrafluoro plate and the second tetrafluoro plate are used for coping with the inclined jacking (uneven jacking) of the existing bridge superstructure, the relative horizontal displacement between the existing bridge superstructure and a large-tonnage jack or a second supporting steel cylinder or a second steel extension section can prevent the large-tonnage jack, the second supporting steel cylinder and the second steel extension section from being damaged, and the stress position at the bottom of the cover beam is also prevented from being damaged.
The connecting rod is used for enabling the first supporting steel cylinder and the second supporting steel cylinder to form an integrated structure; the connecting rod is preferably provided with two channels at intervals up and down, so that the firmness of connection is enhanced.
The laser plumb ball is convenient for the operating personnel to ensure that the horizontal bridge of the bent cap is synchronously jacked to both ends and the longitudinal bridge of the bent cap is synchronously jacked to both ends in proportion.
The wedge-shaped steel plate is positioned between the box-shaped beam support and the box-shaped beam, so that the stress direction of the box-shaped beam support under the inclined box-shaped beam can be adjusted, and the vertical stress of the box-shaped beam support is ensured. The bottom surface of the box-shaped beam can be well attached to the whole wedge-shaped steel plate, and the bottom surface of the box-shaped beam is prevented from being damaged due to overlarge pressure intensity caused by linear stress on the bottom surface of the box-shaped beam.
Drawings
FIG. 1 is a schematic view of an elevated structure of an existing bridge to be jacked;
FIG. 2 is a schematic plan view of an existing bridge superstructure non-uniform jacking system at an existing bridge;
FIG. 3 is a vertical layout view of a prior art bridge superstructure non-uniform jacking system at an abutment in a transverse bridge direction;
FIG. 4 is a plan view of a prior art bridge superstructure non-uniform jacking system at an abutment in a transverse direction;
FIG. 5 is a vertical layout view of a conventional bridge superstructure non-uniform jacking system at a pier in a transverse bridge direction;
FIG. 6 is a plan view of a conventional bridge superstructure non-uniform jacking system at a pier in a transverse bridge direction;
fig. 7 is a vertical layout view of a conventional bridge superstructure non-uniform jacking system in a bridge pier in a bridge-following direction.
Detailed Description
As shown in fig. 1 to 7, the uneven jacking system of the existing bridge superstructure comprises a PLC hydraulic synchronous control system 1, the existing bridge to be jacked has N spans, and N is a natural number; bearing platforms 5 are arranged at the positions of the piers 3, the piers 3 are arranged on the bearing platforms 5, and the bearing platforms 5 are supported on the pile foundations 2; the end part of the existing bridge along the bridge direction is provided with a bridge abutment 6;
the existing bridge superstructure comprises a box-shaped beam and a capping beam 7, wherein a box-shaped beam support 8 is arranged on the top surface of the capping beam 7, a box-shaped beam 24 is supported on the box-shaped beam support 8, a bridge pavement is laid on the upper surface of the box-shaped beam 24, and an expansion joint structure 9 is arranged at the bridge pavement above the bridge piers 3; the box girder 24 and the expansion joint structure 9 are prior art and not described in detail, and the box girder 24 above the capping girder 7 is not shown.
Each bearing platform 5 is respectively provided with an enlarged foundation 10 along the circumferential direction, and the enlarged foundation 10 of each pier 3 is respectively and upwards connected with a plurality of pairs of height-changing jack mechanisms 11 and height-changing temporary pier mechanisms 12; the height-increasing jack mechanisms 11 and the height-increasing temporary pier mechanisms are arranged in pairs so that the height-increasing temporary pier mechanisms support the existing bridge superstructure in a non-jacking stage of each height-increasing jack mechanism 11, thereby ensuring that the existing bridge superstructure is stably supported.
The height-changing jack mechanism 11 comprises a large-tonnage jack 13, a first supporting steel cylinder 14, a first steel extension joint 15 and a first tetrafluoro plate 16; the first steel extension joint 15 is used for connecting a first supporting steel cylinder 14 in a jacking process of an existing bridge superstructure, the large-tonnage jack 13 is arranged on the first steel extension joint 15 or the first supporting steel cylinder 14, the first tetrafluoro plate 16 is arranged between an extension rod of the large-tonnage jack 13 and the bottom surface of the capping beam 7 of the existing bridge, and the first tetrafluoro plate 16 is used for allowing the extension rod of the large-tonnage jack 13 and the bottom surface of the capping beam 7 to generate relative displacement in the jacking process of the existing bridge superstructure; the large-tonnage jack 13 is used for providing jacking force for the upper structure of the existing bridge and adopts a double-acting jack with a mechanical self-locking structure; the mechanical self-locking structure is a conventional structure and is not detailed in detail.
The heightened temporary pier mechanism 12 comprises a second supporting steel cylinder 17, a second steel extension joint 18 and a second tetrafluoro plate 19; the heightened temporary pier mechanism 12 is used for supporting the existing bridge superstructure in the non-jacking stage; the first supporting steel cylinder 14 and the second supporting steel cylinder 17 are preferably Q235 steel pipes with a diameter of 609 mm and a wall thickness of 16 mm.
The first supporting steel cylinder 14 and the second supporting steel cylinder 17 are arranged adjacently and are arranged on the bearing platform 5 or the expanding foundation 10; the second steel joint length section 18 is used for connecting a second supporting steel cylinder 17 in the jacking process of the existing bridge superstructure; the second tetrafluoro plate 19 is arranged between the bottom surface of the capping beam 7 of the existing bridge and the second supporting steel cylinder 17 or the second steel extension joint 18, and is used for allowing the second supporting steel cylinder 17 or the second steel extension joint 18 to generate relative displacement with the bottom surface of the capping beam 7 in the process of jacking the superstructure of the existing bridge; when the first tetrafluoro plate 16 and the second tetrafluoro plate 19 are used for coping with inclined jacking (uneven jacking) of the existing bridge superstructure, relative horizontal displacement between the existing bridge superstructure and the large-tonnage jack 13 or the second supporting steel cylinder 17 or the second steel extension joint 18 can be prevented, the large-tonnage jack 13, the second supporting steel cylinder 17 and the second steel extension joint 18 can be prevented from being damaged, and the bottom stress part of the capping beam 7 is also prevented from being damaged.
The hydraulic synchronous control system 1 is connected with two sets of pump stations, namely a first pump station 20 and a second pump station 21; the first pump station 20 is connected with a large-tonnage jack 13 in a half-height-variable jack mechanism 11; the second pump station 21 is connected with the large-tonnage jack 13 in the other half of the heightening jack mechanism 11;
the first pump station 20 and the second pump station 21 are both connected with the PLC hydraulic synchronous control system 1, and the hydraulic synchronous control system 1 controls the large-tonnage jack 13 in each height-variable jack mechanism 11 through the first pump station 20 and the second pump station 21. The PLC hydraulic synchronous control system 1 is conventional technology, and the specific structure is not described in detail.
A steel connecting rod 22 is connected between the first supporting steel cylinder 14 and the second supporting steel cylinder 17, one end of the connecting rod 22 is welded with the first supporting steel cylinder 14, and the other end of the connecting rod 22 is welded with the second supporting steel cylinder 17. The connecting rod 22 is used for forming an integrated structure between the first supporting steel cylinder 14 and the second supporting steel cylinder 17; the connecting rod 22 is preferably provided with two channels at intervals up and down to enhance the firmness of the connection.
A plurality of monitoring jacks 23 are arranged on a cover beam 7 of the existing bridge, the monitoring jacks 23 are connected with the hydraulic synchronous control system 1 through a first pump station 20 or a second pump station 21, the monitoring jacks 23 are used for monitoring the stress condition of a box-shaped beam 24 when the upper structure of the existing bridge is jacked, and the box-shaped beam 24 is protected from being damaged; the monitoring jack 23 adopts a double-acting jack with a mechanical self-locking structure.
And steel string sensors for monitoring the stress condition of the second supporting steel cylinders 17 are respectively arranged on the second supporting steel cylinders 17, and the connecting circuits of the steel string sensors are respectively connected with the hydraulic synchronous control system 1 through a first pump station 20 or a second pump station 21. The string sensor is a conventional component, not shown.
Two ends of a cover beam 7 of the existing bridge superstructure are respectively provided with a plurality of laser pendulums, and connecting circuits of the laser pendulums are respectively connected with the hydraulic synchronous control system 1 through a first pump station 20 or a second pump station 21; the laser plumb ball is used to measure the distance to the ground across the capping beam 7. The laser plumb ball is a conventional component, not shown.
The laser plumb ball is convenient for the operating personnel to ensure that the horizontal bridge of the bent cap 7 synchronously jacks towards both ends and the longitudinal bridge of the bent cap 7 synchronously jacks towards both ends in proportion. The transverse direction of the bridge is the width direction of the bridge.
The utility model also provides an inhomogeneous jacking construction method of using above-mentioned inhomogeneous jacking system of current bridge superstructure, go on according to following step:
the first step is to build an enlarged foundation 10; after the bearing platform 5 and the abutment 6 of the existing bridge are excavated and exposed, stripping an original concrete protective layer (namely a concrete protective layer) from the exposed bearing platform 5 and the exposed abutment 6 according to the requirement of equipment for carrying out jacking construction preparation on bearing of the foundation, manufacturing a steel bar framework of the enlarged foundation 10 by welding and planting bars, and then pouring concrete to form the enlarged foundation 10; dismantling the expansion joint structure 9 on the bridge pavement;
the second step is that the heightening jack mechanisms 11 and the heightening temporary pier mechanisms 12 are installed on the bearing platform 5 and/or the expanding base 10 in pairs;
a first tetrafluoro plate 16 is respectively arranged between an extension rod of each large-tonnage jack 13 and the bottom surface of a capping beam 7 (a temporary steel capping beam 4 is arranged at the bridge abutment 6) of the existing bridge, and a second tetrafluoro plate 19 is respectively arranged between each second supporting steel cylinder 17 or each second steel connecting long section 18 and the bottom surface of the capping beam 7 (the temporary steel capping beam 4 is arranged at the bridge abutment 6) of the existing bridge; steel string sensors for monitoring the stress condition of the second supporting steel cylinders 17 are respectively arranged on the second supporting steel cylinders 17, a plurality of monitoring jacks 23 are arranged between the top surface of the bent cap 7 and the box-shaped beam 24, and the monitoring jacks 23 are adjacent to the existing box-shaped beam support on the bent cap 7; a third tetrafluoro plate (the tetrafluoro plate is a conventional device, and the third tetrafluoro plate is not shown) is arranged between the monitoring jack 23 and the box beam 24, a plurality of laser vertical balls are respectively arranged at two ends of the cover beam 7, and a steel connecting rod 22 is welded between the first supporting steel cylinder 14 and the second supporting steel cylinder 17, so that the first supporting steel cylinder 14 and the second supporting steel cylinder 17 form an integral structure;
the hydraulic synchronous control system 1 is connected with each large-tonnage jack 13, each steel string sensor and each monitoring jack 23 through a first pump station 20 and a second pump station 21;
the third step is cutting pier and lifting;
the method specifically comprises the steps that the upward jacking force of each large-tonnage jack 13 is adjusted through a hydraulic synchronous control system 1, then a rope saw is adopted to horizontally cut off the existing pier 3 at a position 0.5 m above a bearing platform 5, and then jacking and temporary supporting operations are carried out;
the jacking and temporary supporting operation comprises the following steps: controlling the extension rod of the large-tonnage jack 13 of each high jack mechanism to lift upwards through the hydraulic synchronous control system 1, adjusting the supporting height of each second supporting steel cylinder 17 by increasing or decreasing the number of second steel joint long sections 18 after reaching the maximum stroke of each large-tonnage jack 13, controlling the extension rod of each large-tonnage jack 13 to withdraw downwards through the hydraulic synchronous control system 1, and enabling the weight of the upper structure of the bridge to fall on the high-tonnage temporary pier mechanism 12 through the capping beam 7; in the jacking and temporary supporting operation, workers adjust construction actions according to the measurement data of the steel string sensors and the laser vertical balls, and ensure that the two ends of the transverse bridge of the bent cap 7 are synchronously jacked and the two ends of the longitudinal bridge of the bent cap 7 are synchronously jacked according to a preset proportion;
then, mounting a first steel extension joint 15 on a first supporting steel cylinder 14 below each large-tonnage jack 13, and performing jacking and temporary supporting operation again until the existing bridge superstructure (comprising a box girder 24 and a capping beam 7 and also comprising a temporary steel capping beam 4 mounted at the abutment 6) is jacked to a preset position, and at the moment, the existing bridge superstructure is supported by a height-variable temporary pier mechanism 12;
the fourth step is connecting piers;
after the existing bridge superstructure is jacked to a preset position, marking, positioning and chiseling ranges at the section of a cut pier 3, and then performing annular joint cutting operation on the marking positions by adopting a diamond rope saw, wherein the depth of the joint is determined by not damaging steel bars;
then, breaking the concrete below the joint of the upper section of the cut pier 3 and above the joint of the lower section by adopting an artificial pneumatic pick; after concrete in the slotting range is removed, reinforcing steel bar connection and reinforcement are carried out on the fracture of the pier 3, wherein the reinforcing steel bar connection mode is straight thread connection, and the reinforcement mode is bar planting;
then installing a pier 3 template with an attached vibrator outside, and pouring concrete at the fracture by adopting a concrete pump truck to complete pier connection;
fifthly, building a connecting pier and a capping beam 7 at the existing abutment 6;
the existing abutment 6 is dismantled by a rope saw, and pier column connecting reinforcing steel bars are reserved in the dismantling process; binding pier 3 steel bars after dismantling, and pouring pier 3 concrete; finally binding reinforcing steel bars of the bent cap 7, and pouring concrete of the bent cap 7 to complete the newly-built connecting pier and the bent cap 7;
the sixth step is to drop the beam;
after the strength of the newly-built connecting pier and the cover beam 7 meets the requirements, beam falling construction is carried out; before the beam falling construction, each monitoring jack 23 and a large-tonnage jack 13 at a connecting pier are utilized to jack up a box-shaped beam 24, and the jacking height is based on the convenience of installing a wedge-shaped steel plate at the bottom of the box-shaped beam 24 (welding the wedge-shaped steel plate with a beam body embedded steel plate) and installing a new rubber plate type support; after the wedge-shaped steel plates and the rubber plate type supports are installed, the monitoring jacks 23 and the extension rods of the large-tonnage jacks 13 at the connection piers are controlled to retract downwards to drop the beams until all the box-shaped beams 24 drop on the box-shaped beam supports 8 on the cover beams 7, and uneven jacking construction is completed.
After the construction is completed, the devices such as the height-changing jack mechanism 11, the height-changing temporary pier mechanism 12, the monitoring jack 23 and the like are removed, and facilities such as the expansion joint and the downpipe are recovered.
The wedge-shaped steel plate is positioned between the box-shaped beam support 8 and the box-shaped beam 24, so that the stress direction of the box-shaped beam support 8 under the inclined box-shaped beam 24 can be adjusted, and the vertical stress of the box-shaped beam support 8 is ensured. The bottom surface of the box-shaped beam 24 and the whole wedge-shaped steel plate can be well attached together, and the damage of the bottom surface of the box-shaped beam 24 due to overlarge pressure caused by linear stress of the bottom surface of the box-shaped beam 24 is prevented.
When current bridge is too long, will have current bridge along dividing into a plurality of jacking sections in the same direction as the bridge, adopt the utility model discloses an inhomogeneous jacking construction method carries out the segmentation jacking.
In the second step, the bottom ends of the first supporting steel cylinder 14 and the second supporting steel cylinder 17 are both provided with steel flanges, and the steel flanges of the first supporting steel cylinder 14 and the second supporting steel cylinder 17 are both connected with the bearing platform 5 or the enlarged foundation 10 through chemical anchor bolts. The installation mode is convenient for installing the steel cylinder structure and the concrete structure and has firm connection.
Claims (5)
1. The existing uneven jacking system for the bridge superstructure comprises a hydraulic synchronous control system, and bearing platforms are arranged at all bridge piers; the end part of the existing bridge along the bridge direction is provided with a bridge abutment;
the existing bridge superstructure comprises a box-shaped beam and a capping beam, wherein a box-shaped beam support is arranged on the top surface of the capping beam, the box-shaped beam is supported on the box-shaped beam support, a bridge pavement is laid on the upper surface of the box-shaped beam, and an expansion joint structure is arranged at the bridge pavement above a pier;
the method is characterized in that:
each bearing platform is provided with an enlarged foundation along the circumferential direction, and the enlarged foundation of each pier is respectively and upwards connected with a plurality of pairs of height-variable jack mechanisms and height-variable temporary pier mechanisms;
the height-variable jack mechanism comprises a large-tonnage jack, a first supporting steel cylinder, a first steel extension joint and a first tetrafluoro plate; the first steel joint long section is used for connecting a first supporting steel cylinder in the jacking process of the existing bridge superstructure, the large-tonnage jack is arranged on the first steel joint long section or the first supporting steel cylinder, the first tetrafluoro plate is arranged between an extension rod of the large-tonnage jack and the bottom surface of the capping beam of the existing bridge, and the first tetrafluoro plate is used for allowing the extension rod of the large-tonnage jack to generate relative displacement with the bottom surface of the capping beam in the jacking process of the existing bridge superstructure; the large-tonnage jack is used for providing jacking force for the upper structure of the existing bridge and adopts a double-acting jack with a mechanical self-locking structure;
the height-variable temporary pier mechanism comprises a second supporting steel cylinder, a second steel extension joint and a second tetrafluoro plate;
the first supporting steel cylinder and the second supporting steel cylinder are arranged adjacently and are arranged on the bearing platform or on the expansion foundation; the second steel joint long section is used for connecting a second supporting steel cylinder in the jacking process of the existing bridge superstructure; the second tetrafluoro plate is arranged between the bottom surface of the cover beam of the existing bridge and the second supporting steel cylinder or the second steel extension section and is used for allowing the second supporting steel cylinder or the second steel extension section to generate relative displacement with the bottom surface of the cover beam in the process of jacking the upper structure of the existing bridge;
the hydraulic synchronous control system is connected with two sets of pump stations, namely a first pump station and a second pump station; the first pump station is connected with a large-tonnage jack in the half-height-variable jack mechanism; the second pump station is connected with the large-tonnage jack in the other half of the height-variable jack mechanism;
the first pump station and the second pump station are connected with a hydraulic synchronous control system, and the hydraulic synchronous control system controls large-tonnage jacks in the high-jack mechanism through the first pump station and the second pump station.
2. The existing bridge superstructure non-uniform jacking system of claim 1, wherein: a steel connecting rod is connected between the first supporting steel cylinder and the second supporting steel cylinder, one end of the connecting rod is welded with the first supporting steel cylinder, and the other end of the connecting rod is welded with the second supporting steel cylinder.
3. The existing bridge superstructure non-uniform jacking system of claim 1, wherein: the monitoring jacks are used for monitoring the stress condition of the box girder when the upper structure of the existing bridge is jacked up, and protecting the box girder from being damaged; the monitoring jack adopts a double-acting jack with a mechanical self-locking structure.
4. The existing bridge superstructure uneven jacking system according to any one of claims 1 to 3, wherein: and steel string sensors for monitoring the stress condition of the second supporting steel cylinders are respectively arranged on the second supporting steel cylinders, and the connecting circuits of the steel string sensors are respectively connected with the hydraulic synchronous control system through the first pump station or the second pump station.
5. The existing bridge superstructure uneven jacking system of claim 4, wherein:
two ends of a cover beam of the existing bridge superstructure are respectively provided with a plurality of laser pendulums, and connecting circuits of the laser pendulums are respectively connected with a hydraulic synchronous control system through a first pump station or a second pump station; the laser plumb ball is used for measuring the distance to the ground at both ends of the bent cap.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114319126A (en) * | 2022-01-06 | 2022-04-12 | 中国建筑土木建设有限公司 | Jacking device for supporting bridge and construction method thereof |
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