CN115418969A - Construction method for high-position beam falling of large-span through tied steel arch bridge - Google Patents
Construction method for high-position beam falling of large-span through tied steel arch bridge Download PDFInfo
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- E—FIXED CONSTRUCTIONS
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- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
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Abstract
The invention relates to a construction method for a high-position beam falling of a large-span through tied steel arch bridge; the method comprises the following steps of preparing a portal frame: axis rechecking and installation of the sheet truss; installing an inclined strut and a transverse floor sweeping rod; mounting a supporting beam system, forming a complete frame system by a portal frame, and dismantling a wind cable; installing a lifting beam, and lifting the beam; preparing an anchor point; preparing a guide frame; a hydraulic lifter; wind rope pulling; temporary buttresses; and (3) beam falling construction: pushing a steel arch bridge to a designed position, installing a temporary buttress, dismantling a pushing jig frame and a temporary foundation, lifting a lower anchor point, lifting a portal frame for installation, hydraulically lifting, and integrally dropping a beam; after the dismantling is finished, the beam falling is in place, and the beam falling construction operation of the steel arch bridge is finished; the technology can place the steel arch rib to the designed elevation at one time; the working procedure of repeatedly adjusting the elevation of the pad beam in the beam falling construction is simplified; so that the device has more operability and safety.
Description
Technical Field
The invention relates to the field of building construction, in particular to a construction method for a high-position beam of a large-span through tied steel arch bridge.
Background
At present, the traditional processes of beam falling and unloading of a large-span steel structure mainly comprise a direct cutting method, a sand box unloading method and a step-by-step unloading method of a hydraulic jack, and the traditional processes have the following obvious defects:
1. direct cutting method: the cutting precision is difficult to control, and the safety and the stability are difficult to guarantee;
2. unloading the sand box: the traditional construction process of the sand box in China has low comprehensive cost, mature process and simple operation; however, enough height difference is required to be arranged below the structure for placing the sand boxes, the automation degree is low, and the multipoint sand box unloading has the defects of poor synchronism, difficult precision control and the like;
3. the jack step-by-step unloading method has the advantages that the precision is easy to control, but the requirement on equipment is high, a plurality of large-tonnage jacks and base plates are required, the equipment is large in size, no placing space is arranged below the structure, the local stress of a structural bottom plate is large in the unloading process, and the structure is easily damaged by local repeated stress; the multi-stage unloading has the defects that the steel plate and the pad beam are extracted from the reverse top, which is difficult to realize, the overall cost is high, the comprehensive economy is poor, and the use limitation is large.
Disclosure of Invention
The invention aims to overcome the defects and provides a hydraulic lifting and integrated beam falling construction method.
In order to achieve the above object, the present invention is realized by:
a construction method for high-position beam falling of a large-span through tied-bar steel arch bridge comprises the following steps
1. The preparation process comprises the following steps:
Step 1.1, performing axis recheck, and installing a chemical bolt-embedded plate combined structure;
step 1.2, installing the sheet truss (1-3, 1-4) and connecting the sheet truss with the embedded plate in a welding mode;
step 1.3, installing an inclined strut (1-5) and a transverse floor sweeping rod (1-6);
step 1.4, mounting a support beam system (1-2), forming a complete frame system by a portal frame, and removing a wind cable;
step 1.5, installing a lifting cross beam (1-1), wherein the lifting cross beam (1-1) is installed by taking the center of a lower anchor point of an end cross beam as a reference datum line, and the projection coincidence of the equipment preformed hole and the center of a round hole of the lower anchor point is ensured;
step 2, preparing an anchor point: the lower anchor point comprises a lower lifting appliance (2-1) and an internal stiffening combination system (2-2); the selection of the lifting points fully considers the characteristics of a stress system of the lifting structure, and controls the stress ratio and the deformation condition of the structure within a reasonable range in the beam falling construction process on the principle of not changing the stress system of the structure; a vertical plate of the lower lifting appliance (2-1) is inserted into the end beam box body through a rectangular notch, and the lower lifting appliance (2-1) and the internal stiffening combination system (2-2) are connected with the end beam structure by fusion welding of a groove;
step 3, preparing a guide frame: the guide frame comprises a T-shaped frame formed by assembling and welding steel pipes, and is used for ensuring smooth conduction of the steel strands reserved and grown in the lifting or descending process of the hydraulic lifters when the beam falling height is higher, each hydraulic lifter needs to be provided with one set of guide frame, and redundant steel strands can be freely dredged backwards and downwards along the lifting platform; the guide frame is arranged on the side face of the hydraulic lifter and is higher than the lifter, the guiding direction of the guide frame is convenient for installing an oil pipe and a sensor, and the guide frame is higher than the overhead anchor by about 1.5 to 2m on the principle of not influencing the free falling of the steel strand;
step 4, a hydraulic lifter: determining and selecting the type of a hydraulic lifter meeting the requirements according to the lifting counter force of each lifting point, and connecting a top anchor and a ground anchor of the hydraulic lifter together by using a high-strength low-relaxation prestressed steel strand;
step 6, temporary buttress: the device is used for converting the self-weight load of the main structure at the upper part of the walking pushing equipment to the upper part of the temporary conversion pier, and then performing the dismounting work of the walking pushing equipment and the pushing jig frame; the temporary buttress comprises a bed jig and a pad beam, the pad beam is divided into an upper layer and a lower layer, the pad beam is in a raft shape box beam, the lower layer pad beam is welded with the bed jig platform in a surrounding way, the upper layer pad beam and the lower layer pad beam are welded and connected, and two groups of splayed inclined struts are welded between the upper layer pad beam and the bed jig to ensure the stability of the pad beam; because the lower half part of the temporary buttress is heavy, before the steel arch bridge is pushed to be in place, a truck crane is used for placing the jig frame above the pier in advance through gaps among the middle cross beams of the steel arch bridge, after the steel arch bridge is pushed in place, the pad beam and the inclined strut of the temporary buttress are installed, after the installation is finished, the load of the steel arch bridge is transferred to the temporary buttress from the pushing equipment, and the pushing jig frame and the walking pushing equipment are removed; wherein the principle is arranged to interim buttress:
(1) All the temporary buttresses are symmetrically arranged;
(2) The central line of the temporary buttress is superposed with the central line of the end cross beam, and the supporting point is positioned at the position of a transverse clapboard in the end cross beam;
(3) The device is arranged close to the arch support to the maximum extent;
2. and (3) beam falling construction:
step 2.1, designing an idea: pushing a steel arch bridge to a designed position, installing a temporary buttress, dismantling a pushing jig frame and a temporary foundation, lifting a lower anchor point, lifting a portal frame for installation, hydraulically lifting, and integrally dropping a beam; after hydraulic lifting and integral beam falling are finished in the installation of the portal frame and the lower anchor point, the steel bridge is formally fallen under the windless weather condition; the hydraulic lifting and integral beam falling method comprises the following steps:
2.2, lifting the steel arch bridge to a preset height by using a hydraulic lifter, separating the steel arch bridge from a supporting jig below the steel arch bridge, stopping lifting, and pulling a wind-holding rope, wherein the wind-holding rope is mainly used for preventing the steel arch bridge from being displaced by lateral wind load under the air suspension working condition;
step 2.3, dismantling a temporary buttress below the steel arch bridge;
because it is narrow and small to demolish the operation space, interim buttress is demolishd the principle and is demolishd for the piecemeal cutting to reduce single weight and the cross-section size of demolising the monomer, include: firstly, dismantling the inclined strut, then dismantling the upper and lower layer pad beams respectively, and finally dismantling the jig frame; and (4) removing the jig frame again by adopting block cutting, cutting the supporting legs and the jig frame platform, and removing one of the supporting legs and the jig frame platform by utilizing the cooperation of the truck crane and the chain block.
And 2.4, after the dismantling is finished, the beam falling is in place, and the beam falling construction operation of the steel arch bridge is finished.
The beam falling method has the following advantages:
1. the beam falling process has the flexibility of three-way adjustment of lifting, falling and deviation correction, the lifting equipment is positioned above the structure and is not limited by the height difference space of the bridge and the abutment, and the limitation of narrow space at the bottom of the bridge is solved. The equipment is integrated, high in automation and good in synchronism.
2. The lattice type portal frame structure has high strength, high stability, safety and reliability;
3. the hydraulic synchronous lifting beam falling technology is high in precision and good in synchronism, the vibration and swing phenomenon cannot occur in the beam falling process, and a large space is not needed between the portal frame and the main body. During the lifting and descending processes of the steel arch bridge, the height of the steel arch bridge can be finely adjusted by adjusting the attitude and controlling the elevation in the air.
4. The integration technology of hydraulic lifting and integral beam falling is realized; the limitation that the traditional beam falling process cannot carry out three-dimensional deviation correction is solved. The beam falling process is safe and reliable by adopting the synchronous beam falling, deformation coordination and graded loading technology. The height of the pad beam is prevented from being adjusted by repeated reverse jacking in multi-stage unloading in the traditional technology, and the steel arch rib can be positioned to the designed elevation at one time by the technology; the working procedure of repeatedly adjusting the elevation of the pad beam in the beam falling construction is simplified. Making it more operable and safe.
Drawings
Fig. 1 is a schematic view of beam falling construction.
Fig. 2 is a schematic view of a hoisting gantry.
Fig. 3 is a schematic diagram of a lifting gantry splitting unit.
Fig. 4 is a schematic elevation view of the beam falling construction.
FIG. 5 is a schematic view of embedment installation.
FIG. 6 is a schematic view of the combination of the lower spreader and the internal stiffening assembly.
Fig. 7 is a schematic view of the guide frame and the lifter.
Fig. 8 is a schematic view of the arrangement of the temporary pier above the pier.
Fig. 9 is a schematic diagram of the arrangement of the temporary buttress structure.
Fig. 10 is a schematic drawing of a wind rope.
Detailed Description
The invention is further illustrated by the following specific examples.
As shown in figures 1-10, a construction method for a high-position beam of a large-span through tied-bar steel arch bridge comprises the following steps
1. The preparation process comprises the following steps:
Step 1.1, performing axis recheck, and installing a chemical bolt-embedded plate combined structure;
step 1.2, installing the sheet truss (1-3, 1-4), and connecting the sheet truss with the embedded plate in a welding mode;
step 1.3, installing inclined struts (1-5) and transverse floor sweeping rods (1-6);
step 1.4, mounting a support beam system (1-2), forming a complete frame system by using a portal frame, and dismantling a wind cable;
step 1.5, installing a lifting cross beam (1-1), wherein the lifting cross beam (1-1) is installed by taking the center of a lower anchor point of an end cross beam as a reference datum line, and the projection coincidence of the equipment preformed hole and the center of a round hole of the lower anchor point is ensured;
step 2, preparing an anchor point: the lower anchor point comprises a lower lifting appliance (2-1) and an internal stiffening combination system (2-2); the selection of the lifting points fully considers the characteristics of a stress system of the lifting structure, and controls the stress ratio and the deformation condition of the structure within a reasonable range in the beam falling construction process on the principle of not changing the stress system of the structure; a vertical plate of the lower lifting appliance (2-1) is inserted into the end beam box body through a rectangular notch, and the lower lifting appliance (2-1) and the internal stiffening combination system (2-2) are connected with the end beam structure by fusion welding of a groove;
step 3, preparing a guide frame: the guide frame comprises a T-shaped frame formed by assembling and welding steel pipes, and is used for ensuring smooth conduction of steel strands reserved and grown in the lifting or descending process of the hydraulic lifters when the beam falling height is higher, each hydraulic lifter needs to be provided with one set of guide frame, and redundant steel strands can be freely dredged backwards and downwards along the lifting platform; the guide frame is arranged on the side face of the hydraulic lifter and is higher than the lifter, the guiding direction of the guide frame is convenient for installing an oil pipe and a sensor, and the guide frame is higher than the overhead anchor by about 1.5 to 2m on the principle of not influencing the free falling of the steel strand;
step 4, a hydraulic lifter: determining and selecting the type of a hydraulic lifter meeting the requirements according to the lifting counter force of each lifting point, and connecting a top anchor and a ground anchor of the hydraulic lifter together by using a high-strength low-relaxation prestressed steel strand;
step 6, temporary buttress: the device is used for converting the self-weight load of the main structure at the upper part of the walking pushing equipment to the upper part of the temporary conversion pier, and then performing the dismounting work of the walking pushing equipment and the pushing jig frame; the temporary buttress comprises a jig frame and a pad beam, the pad beam is divided into an upper layer and a lower layer, the pad beam is in a raft-shaped box beam specification, the lower layer pad beam is welded with the jig frame platform in a surrounding manner, the upper layer pad beam and the lower layer pad beam are connected in a welding manner, and two groups of splayed struts are welded between the upper layer pad beam and the jig frame to ensure the stability of the pad beam; because the lower half part of the temporary buttress is heavy, before the steel arch bridge is pushed to be in place, a truck crane is used for placing the jig frame above the pier in advance through a gap between middle cross beams of the steel arch bridge, after the steel arch bridge is pushed to be in place, the mounting of a pad beam and an inclined strut of the temporary buttress is carried out, after the mounting is finished, the load of the steel arch bridge is transferred to the temporary buttress by pushing equipment, and the pushing jig frame and the walking pushing equipment are dismantled; wherein the principle is arranged to interim buttress:
(1) All the temporary buttresses are symmetrically arranged;
(2) The central line of the temporary buttress is superposed with the central line of the end cross beam, and the supporting point is positioned at the position of a diaphragm plate in the end cross beam;
(3) The device is arranged close to the arch support to the maximum extent;
2. and (3) beam falling construction:
step 2.1, designing the idea: pushing a steel arch bridge to a designed position, installing a temporary buttress, dismantling a pushing jig frame and a temporary foundation, lifting a lower anchor point, lifting a portal frame for installation, hydraulically lifting, and integrally dropping a beam; after hydraulic lifting and integral beam falling are finished in the installation of the portal frame and the lower anchor point, the steel bridge is formally fallen under the windless weather condition; the hydraulic lifting and integral beam falling method comprises the following steps:
2.2, lifting the steel arch bridge to a preset height by using a hydraulic lifter, separating the steel arch bridge from a supporting jig frame below the steel arch bridge, stopping lifting, and pulling a wind-holding rope, wherein the wind-holding rope is mainly used for preventing the steel arch bridge from being displaced by lateral wind load under the air hovering working condition;
step 2.3, dismantling a temporary buttress below the steel arch bridge;
because it is narrow and small to demolish the operation space, interim buttress is demolishd the principle and is demolishd for the piecemeal cutting to reduce single weight and the cross-section size of demolising the monomer, include: firstly, dismantling the inclined strut, then dismantling the upper and lower layer pad beams respectively, and finally dismantling the jig frame; and (4) dismantling the jig frame again by adopting block cutting, cutting the supporting legs and the jig frame platform, and dismantling one of the supporting legs and the jig frame platform by utilizing the cooperation of the truck crane and the chain block.
And 2.4, after the dismantling is finished, the beam falling is in place, and the beam falling construction operation of the steel arch bridge is finished.
The beam falling method has the following advantages:
1. the beam falling process has the flexibility of three-way adjustment of lifting, falling and deviation correction, the lifting equipment is positioned above the structure and is not limited by the height difference space of the bridge and the abutment, and the limitation of narrow space at the bottom of the bridge is solved. The equipment is integrated, high in automation and good in synchronism.
2. The lattice type portal frame structure has high strength, high stability, safety and reliability;
3. the hydraulic synchronous lifting beam falling technology is high in precision and good in synchronism, the beam falling process cannot be subjected to vibration and swing, and a large space is not needed between the portal frame and the main body. During the lifting and descending processes of the steel arch bridge, the height of the steel arch bridge can be finely adjusted by adjusting the attitude and controlling the elevation in the air.
4. The integration technology of hydraulic lifting and integral beam falling is realized; the limitation that the traditional beam falling process cannot carry out three-dimensional deviation correction is solved. The beam falling process is safe and reliable by adopting the synchronous beam falling, deformation coordination and graded loading technology. The height of the pad beam is prevented from being adjusted by repeated reverse jacking in multi-stage unloading in the traditional technology, and the steel arch rib can be positioned to the designed elevation at one time by the technology; the working procedure of repeatedly adjusting the elevation of the pad beam in the beam falling construction is simplified. Making it more operable and safe.
Claims (1)
1. A construction method for high-position beam falling of a large-span through tied steel arch bridge is characterized in that; comprises that
1. The preparation process comprises the following steps:
step 1, preparing a portal frame: the portal frame is a lattice type portal frame; comprises sheet truss members (1-3, 1-4), inclined struts (1-5), lifting cross beams (1-1), a supporting beam system (1-2) and transverse floor sweeping rods (1-6); the portal frame needs to bear the dead weight and the balance lateral force of all the steel arch bridges; the manufacturing of the portal frame is divided into blocks according to each component unit, then the blocks are sent to a construction site for installation, and the root part of the portal frame is fixed by adopting an embedded part which is a combined structure of a chemical bolt and an embedded plate and is implanted on a pier; the structure is arranged after the chemical bolt is implanted and detected to be qualified; specifically comprises
Step 1.1, performing axis recheck, and installing a chemical bolt-embedded plate combined structure;
step 1.2, installing the sheet truss (1-3, 1-4), and connecting the sheet truss with the embedded plate in a welding mode;
step 1.3, installing inclined struts (1-5) and transverse floor sweeping rods (1-6);
step 1.4, mounting a support beam system (1-2), forming a complete frame system by a portal frame, and removing a wind cable;
step 1.5, installing a lifting cross beam (1-1), wherein the lifting cross beam (1-1) is installed by taking the center of a lower anchor point of an end cross beam as a reference datum line, and the projection coincidence of the equipment preformed hole and the center of a round hole of the lower anchor point is ensured;
step 2, preparing an anchor point: the lower anchor point comprises a lower lifting appliance (2-1) and an internal stiffening combination system (2-2); the selection of the lifting points fully considers the characteristics of a stress system of the lifting structure, and controls the stress ratio and the deformation condition of the structure within a reasonable range in the beam falling construction process on the principle of not changing the stress system of the structure; a vertical plate of the lower lifting appliance (2-1) is inserted into the end beam box body through a rectangular notch, and the lower lifting appliance (2-1) and the internal stiffening combination system (2-2) are connected with the end beam structure by fusion welding of a groove;
step 3, preparing a guide frame: the guide frame comprises a T-shaped frame formed by assembling and welding steel pipes, and is used for ensuring smooth conduction of the steel strands reserved and grown in the lifting or descending process of the hydraulic lifters when the beam falling height is higher, each hydraulic lifter needs to be provided with one set of guide frame, and redundant steel strands can be freely dredged backwards and downwards along the lifting platform; the guide frame is arranged on the side face of the hydraulic lifter and is higher than the lifter, the guiding direction of the guide frame is convenient for installing an oil pipe and a sensor, and the guide frame is higher than the overhead anchor by about 1.5 to 2m on the principle that the free falling of the steel strand is not influenced;
step 4, a hydraulic lifter: determining and selecting the type of a hydraulic lifter meeting the requirements according to the lifting counter force of each lifting point, and connecting a top anchor and a ground anchor of the hydraulic lifter together by using a high-strength low-relaxation prestressed steel strand;
step 5, wind rope seizing: connecting the steel arch bridge with a ground firm structure or an embedded part by using a steel wire rope and a winch; the horizontal position of the steel arch bridge can be adjusted through the winch under the working condition of beam falling, and when the steel arch bridge is under the working condition of hovering in the air, the wind load can be eliminated by tensioning the wind-pulling rope, so that the steel arch bridge is prevented from swinging;
step 6, temporary buttress: the device is used for converting the self-weight load of the main structure at the upper part of the walking pushing equipment to the upper part of the temporary conversion pier, and then performing the dismounting work of the walking pushing equipment and the pushing jig frame; the temporary buttress comprises a jig frame and a pad beam, the pad beam is divided into an upper layer and a lower layer, the pad beam is in a raft-shaped box beam specification, the lower layer pad beam is welded with the jig frame platform in a surrounding manner, the upper layer pad beam and the lower layer pad beam are connected in a welding manner, and two groups of splayed struts are welded between the upper layer pad beam and the jig frame to ensure the stability of the pad beam; because the lower half part of the temporary buttress is heavy, before the steel arch bridge is pushed to be in place, a truck crane is used for placing the jig frame above the pier in advance through a gap between middle cross beams of the steel arch bridge, after the steel arch bridge is pushed to be in place, the mounting of a pad beam and an inclined strut of the temporary buttress is carried out, after the mounting is finished, the load of the steel arch bridge is transferred to the temporary buttress by pushing equipment, and the pushing jig frame and the walking pushing equipment are dismantled; wherein the principle is arranged to interim buttress:
(1) All the temporary buttresses are symmetrically arranged;
(2) The central line of the temporary buttress is superposed with the central line of the end cross beam, and the supporting point is positioned at the position of a diaphragm plate in the end cross beam;
(3) The device is arranged close to the arch support to the maximum extent;
2. and (3) beam falling construction:
step 2.1, designing the idea: pushing a steel arch bridge to a designed position, installing a temporary buttress, dismantling a pushing jig frame and a temporary foundation, lifting a lower anchor point, lifting a portal frame for installation, hydraulically lifting, and integrally dropping a beam; after hydraulic lifting and integral beam falling are finished on the portal frame and the lower anchor point, formally dropping the beam on the steel bridge under the windless weather condition; the hydraulic lifting and integral beam falling method comprises the following steps:
2.2, lifting the steel arch bridge to a preset height by using a hydraulic lifter, separating the steel arch bridge from a supporting jig frame below the steel arch bridge, stopping lifting, and pulling a wind-holding rope, wherein the wind-holding rope is mainly used for preventing the steel arch bridge from being displaced by lateral wind load under the air hovering working condition;
step 2.3, dismantling a temporary buttress below the steel arch bridge;
because it is narrow and small to demolish the operation space, interim buttress is demolishd the principle and is demolishd for the piecemeal cutting to reduce single weight and the cross-section size of demolising the monomer, include: firstly, dismantling the inclined strut, then dismantling the upper and lower layer pad beams respectively, and finally dismantling the jig frame; removing the jig frame again by adopting block cutting, cutting the supporting legs and the jig frame platform, and removing one of the supporting legs and the jig frame platform by utilizing the cooperation of the truck crane and the chain block;
and 2.4, after the dismantling is finished, the beam falling is in place, and the beam falling construction operation of the steel arch bridge is finished.
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Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08144224A (en) * | 1994-11-18 | 1996-06-04 | Kajima Corp | Erection method of bridge |
| KR101623047B1 (en) * | 2015-07-24 | 2016-05-31 | 고재덕 | Bridge segment launching method using side pulling apparatus |
| CN105672134A (en) * | 2016-01-26 | 2016-06-15 | 河海大学 | Through concrete-filled steel tube tied-arch bridge erection construction method |
| CN109610849A (en) * | 2018-12-12 | 2019-04-12 | 中国建筑第四工程局有限公司 | A kind of construction method of large span skybridge truss |
| CN110670495A (en) * | 2019-10-31 | 2020-01-10 | 中铁建大桥工程局集团第五工程有限公司 | Incremental launching construction method for steel truss girder |
| CN210031458U (en) * | 2019-03-04 | 2020-02-07 | 中国建筑第八工程局有限公司 | Large-span height difference tie bar arch structure pushing mechanism |
| CN110904860A (en) * | 2019-11-07 | 2020-03-24 | 中铁大桥局集团第一工程有限公司 | Large-span flexible steel beam pushing construction method based on stay cable assistance |
| CN111676835A (en) * | 2020-05-22 | 2020-09-18 | 中国五冶集团有限公司 | Cable-stayed bridge steel box girder pushing construction method |
| CN111809530A (en) * | 2020-07-02 | 2020-10-23 | 黑龙江省龙建路桥第一工程有限公司 | Walking type pushing construction method for steel beam with tower belt cable force |
| CN114319079A (en) * | 2022-01-14 | 2022-04-12 | 江苏沪宁钢机股份有限公司 | Upper and lower double-layer steel bridge girder falling structure of highway bridge and railway bridge and girder falling method thereof |
| CN114561875A (en) * | 2022-03-21 | 2022-05-31 | 中铁五局集团机械化工程有限责任公司 | Steel box girder jacking and high-position girder falling method |
-
2022
- 2022-09-30 CN CN202211230129.2A patent/CN115418969A/en active Pending
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08144224A (en) * | 1994-11-18 | 1996-06-04 | Kajima Corp | Erection method of bridge |
| KR101623047B1 (en) * | 2015-07-24 | 2016-05-31 | 고재덕 | Bridge segment launching method using side pulling apparatus |
| CN105672134A (en) * | 2016-01-26 | 2016-06-15 | 河海大学 | Through concrete-filled steel tube tied-arch bridge erection construction method |
| CN109610849A (en) * | 2018-12-12 | 2019-04-12 | 中国建筑第四工程局有限公司 | A kind of construction method of large span skybridge truss |
| CN210031458U (en) * | 2019-03-04 | 2020-02-07 | 中国建筑第八工程局有限公司 | Large-span height difference tie bar arch structure pushing mechanism |
| CN110670495A (en) * | 2019-10-31 | 2020-01-10 | 中铁建大桥工程局集团第五工程有限公司 | Incremental launching construction method for steel truss girder |
| CN110904860A (en) * | 2019-11-07 | 2020-03-24 | 中铁大桥局集团第一工程有限公司 | Large-span flexible steel beam pushing construction method based on stay cable assistance |
| CN111676835A (en) * | 2020-05-22 | 2020-09-18 | 中国五冶集团有限公司 | Cable-stayed bridge steel box girder pushing construction method |
| CN111809530A (en) * | 2020-07-02 | 2020-10-23 | 黑龙江省龙建路桥第一工程有限公司 | Walking type pushing construction method for steel beam with tower belt cable force |
| CN114319079A (en) * | 2022-01-14 | 2022-04-12 | 江苏沪宁钢机股份有限公司 | Upper and lower double-layer steel bridge girder falling structure of highway bridge and railway bridge and girder falling method thereof |
| CN114561875A (en) * | 2022-03-21 | 2022-05-31 | 中铁五局集团机械化工程有限责任公司 | Steel box girder jacking and high-position girder falling method |
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