CN210420898U - Novel No. 0 block support of steel box girder - Google Patents
Novel No. 0 block support of steel box girder Download PDFInfo
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- CN210420898U CN210420898U CN201921001391.3U CN201921001391U CN210420898U CN 210420898 U CN210420898 U CN 210420898U CN 201921001391 U CN201921001391 U CN 201921001391U CN 210420898 U CN210420898 U CN 210420898U
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Abstract
The utility model belongs to the construction field, concretely relates to novel No. 0 support of steel case roof beam. The support comprises a steel upright post provided with a parallel connection and an inclined strut, a main cross beam is arranged on the steel upright post, and a through track beam is arranged on the main cross beam; a limiting padlock fixed below the bottom of the track beam is tightly attached to the outer side surface of the lower beam of the tower column; the steel column is fixed with a limit support which is tightly attached to the outer side surface of the lower beam of the tower column. During installation, the steel box girder is hoisted to the sliding block penetrating through the track girder in each block, the traction system is dragged to slide to a designed position one by one, the steel box girder is accurately adjusted by a jack to be supported on the temporary buttress, and finally, each block is welded or bolted into a whole No. 0 block. The scheme overcomes the defect of weak anti-overturning capability of the traditional bracket under the action of slippage and unbalance loading, does not need to install embedded parts and counterfort parts on the top surface or the side surface of the lower beam of the tower column, simultaneously avoids the problems of forming an internal corrosion channel of the lower beam of the tower column and appearance flaws such as poor color of the surface of concrete, and the like, improves the working efficiency and ensures the safety and the quality.
Description
Technical Field
The utility model belongs to bridge building construction field, concretely relates to novel No. 0 support of steel case roof beam.
Background
The 0# block steel box girder of a cable-stayed bridge or a self-anchored suspension bridge adopting a beam-first and cable-second construction process is usually constructed by a support method, namely, a floor support or an overhead scaffold is firstly erected, a sliding track is arranged at the top of the support, then a floating crane or other large-scale hoisting equipment is used for hoisting the 0# block to the outermost end of the river side of the support one by one, and the 0# block is connected into a whole after sliding in place one by one. Because the longitudinal bridge length of the bearing platform is limited and generally does not exceed 30m, and the No. 0 block of the steel box girder is longer and often reaches more than 40m, the No. 0 block bracket is generally provided with an inclined column support; in the whole process of erecting the No. 0 steel box girder by sliding block by block, the unbalance loading phenomenon is obvious, and sliding live load exists; even if the box girder is erected but the first stay cable is not installed and tensioned in the time period, although no unbalance loading exists, a large horizontal component force is caused due to the inclined column support. In order to prevent the instability of the support, a strong anti-overturning structure needs to be arranged, an embedded part is generally arranged on a lower cross beam of a tower column in the traditional process, and then the support is connected to the embedded part through a buttress rod or a track beam is directly connected to the embedded part.
The steel box girder No. 0 block bracket adopting the lower beam of the tower column, namely the counterfort rod (or the track girder) and the embedded part to resist overturning is common, but has the following limitations in actual construction: 1) the pylon bottom end rail is mostly the case room structure, and the roof and the web thickness of standard cross-section are less (often less than 50cm), and its bearing capacity is not enough to be used for support antidumping, therefore the built-in fitting is arranged mostly in solid abdomen section median septum side or top, and alternately densely covered such as prestressing steel, atress owner muscle, bent muscle, stirrup, lacing wire in the median septum, and the built-in fitting reinforcing bar is difficult to accurate laying-out and the quality is difficult to guarantee when leading to actual construction. 2) Each steel box girder is generally transported to the position below the outermost end of the river side of the No. 0 support by a barge, then is hoisted to the outermost end of the river side of the support by a floating crane or other large hoisting equipment, gradually slides to a designed position, and then is finely adjusted to be in place by using a three-way jack; the whole process has long sliding distance, the sliding distance is usually 50m or even longer from the outermost end of the river side of the support to the outermost end of the shore side of the support, the stress of the support is changed all the time when each block slides, unbalanced loads of the embedded parts and the counterfort rods are abnormal and obvious, out-of-plane bending and distortion under the action of asynchronous jacking or equal wind loads are considered, the structural stress is complex, the anti-overturning capacity of the support is weak under the action of larger unbalanced loads and sliding loads, and certain potential safety hazards exist. 3) When the support is dismantled, the embedded part needs to be dismantled, then surface repair is carried out, and an electrolyte loop is closed to form a corrosion channel possibly in operation, so that the structural reliability is reduced; meanwhile, the problems of concrete surface color difference and the like easily occur, and the overall attractiveness of the tower column is affected.
SUMMERY OF THE UTILITY MODEL
The utility model discloses aim at: aiming at the existing problems, a novel No. 0 block support of the steel box girder and a No. 0 block erection construction method are provided, and under the premise of meeting the requirement of support overturn-resisting stress, embedded parts which are difficult to ensure quality are prevented from being installed at the top or the side surface of a lower cross beam of a tower column densely distributed with reinforcing steel bars as much as possible; the problem of complex stress of the bracket when each number of steel box girder blocks slide and are lifted in place is solved, especially unbalanced load stress generated by sliding; the problems that a corrosion channel is formed inside a lower beam of the tower column when the embedded part is dismounted, the outer surface color difference is generated and the like are solved.
The technical scheme of the utility model is that:
a novel No. 0 block bracket of a steel box girder comprises steel upright columns, a parallel connection and an inclined strut arranged between the steel upright columns, a main cross beam, a through track beam, a limiting padlock and a limiting strut; the main beam is arranged on the steel upright post, and a jack and a temporary buttress are placed on the main beam; the through track beam is a steel box beam sliding track and is arranged on the main cross beam, and a sliding plate and a sliding block are arranged on the through track beam; the limiting padlock comprises a large pile side limiting padlock and a small pile side limiting padlock, one surface of the limiting padlock is fixed at the bottom of the through track beam, and the other surface of the limiting padlock is attached to the outer side surface of the lower cross beam of the tower column; spacing props including the spacing support of big pile number side and the spacing support of small pile number side, spacing props one end and is fixed in on the steel stand, and the other end top is tightly at the column bottom end crossbeam lateral surface.
The steel upright post is a main vertical stress component, the horizontal connection and the inclined strut are a force transmission component and a stabilizing component, and the horizontal connection and the inclined strut under the lower cross beam of the tower column play a certain anti-overturning role.
The main beam is generally arranged under the steel box girder transverse partition plate, and on one hand, the main beam serves as a column top beam, and on the other hand, the main beam can be used for placing a three-way jack and a temporary buttress.
The through track beam is a steel box beam sliding track, penetrates through the top of the lower cross beam of the tower column from the outermost end of the river side of the support to the outermost end of the shore side; the sliding plate can be a polytetrafluoroethylene sliding plate, the penetrating rail beam is not only used as a sliding rail, but also used as an important anti-overturning structure, particularly, the bidirectional limiting padlock basically quits working under the action of symmetrical load in the time period from erection of the box girder to installation of the first stay cable, and the penetrating rail beam forms a bidirectional opposite-pulling system as a main anti-overturning stressed structure.
Furthermore, the limiting padlock is a rigid component plate with a certain height, at least two adjacent sides of the rigid component plate adopt plane steel plate covers, one side of each cover is welded at the bottom of the through track beam, and the adjacent side is attached to the outer side face of the lower beam of the tower column. Furthermore, longitudinal stiffening plates and transverse stiffening plates are welded on the surface of the rigid component plate.
Further, spacing prop for short column support, a terminal surface of short column support is with apron front cover, and the terminal surface of apron place is tight with the outer side face top of column bottom end rail, and another terminal surface welded fastening is on the steel stand. Furthermore, axial stiffening plates are arranged on the periphery of the short column support around two end faces.
Furthermore, chamfering is cut at the position where the limiting padlock is in three-way connection with the through track beam and the tower column lower cross beam; the free end of the limiting padlock is cut into an inclined plane. Chamfering is cut at the position where the limiting padlock is in three-way connection with the through track beam and the tower column lower cross beam, so that local stress concentration is prevented; the free end of the limiting padlock is cut into an inclined plane for rigidity sequential connection, and local damage caused by rigidity mutation is avoided.
The limiting padlock and the limiting support are key components for resisting unbalanced load of the support, and the limiting padlock and the limiting support tightly support the lower cross beam of the tower column, so that the integral support structure can utilize the rigidity of the lower cross beam of the tower column without generating large horizontal displacement, can resist large unbalanced load and achieves the purpose of overturning resistance.
The utility model discloses a No. 0 piece support of steel case roof beam carries out No. 0 piece and sets up the construction step as follows:
1) erecting steel upright columns on a bearing platform, installing a parallel connection and an inclined strut between the upright columns, fixedly installing a main cross beam on the steel upright columns, installing a large pile size side limiting strut between a lower cross beam of a tower column and the upright columns and tightly jacking;
2) a through track beam which is fixed with a large pile size side limiting padlock in advance is erected above the main beam;
3) installing a small pile number side limiting padlock and a limiting support and realizing the tight jacking with a lower beam of the tower column;
4) the traction system pulls the sliding block to slide on the sliding plate, all the blocks slide to the designed position by adopting a connection and transmission sliding mode, unbalanced load is reduced, then the blocks are accurately adjusted by the jack and finally supported on the temporary buttress, and the blocks are welded or bolted into a whole No. 0 block after the positions of the blocks are adjusted.
Furthermore, in the step (2), a large pile side limiting padlock is firstly welded on the trestle at a design position right below the through track beam at the side where the large pile side limiting padlock is located, then the large pile side limiting padlock is integrally hoisted to the top surface of the lower cross beam of the tower column,
furthermore, in the jacking process of the limiting padlock and the limiting support on the side of the small pile and the lower cross beam of the tower column, before the limiting padlock and the limiting support on the side of the small pile are fixed with the through track beam and the steel upright column respectively, the through track beam is tensioned by jacking equipment, and after the fixing is finished, the tension is released, so that the jacking is realized.
Furthermore, in the jacking process of the limiting padlock and the limiting support on the side of the small pile and the tower column lower cross beam, after the limiting padlock and the limiting support on the side of the small pile are fixed with the steel upright, a thin steel plate can be wedged between the tail of the limiting padlock and the limiting support and the side face of the tower column lower cross beam to realize jacking.
Further, in practical application, before construction design, large-scale general structure analysis software such as ANSYS or ABAQUS is adopted for design calculation and checking, an integral model of the support and the tower column lower beam is required to be established for contact coupling analysis, complex boundaries of the limiting padlock, the through track beam, the limiting padlock, the limiting support and the tower column lower beam are accurately simulated, detailed construction step loading is carried out according to an actual hoisting and sliding sequence, and the numerical simulation under each working condition is ensured to be consistent with the actual stress of the structure. The strength, rigidity and stability of each component of the support and a connecting welding line are guaranteed to meet the requirements of specification and design, and meanwhile, the local pressure bearing of reinforced concrete on the outer side wall of the lower beam of the tower column at the position of the limiting padlock and the limiting support is guaranteed to meet the requirements of specification and design.
Owing to adopted above technical scheme, the utility model has the advantages of:
1) the structure is stressed clearly and has strong anti-overturning capability. In the erecting process of the box girder, the limiting padlock and the limiting support are tightly attached to the lower cross beam of the tower column, and the support is integrally anti-overturning by utilizing the relatively huge rigidity of the lower cross beam of the tower column; after erection is completed but before the first stay cable is installed and tensioned, the loads of the large pile number support and the small pile number support are basically symmetrical, the bidirectional limiting padlock and the limiting support basically quit working at the moment, the bidirectional counter-pulling system is formed by penetrating through the track beam at the moment, and the overturning load caused by the support of the inclined column is resisted by utilizing the larger tensile capacity of steel;
2) the limiting padlock and the limiting support are simple in structure and convenient to manufacture and install, the limiting padlock and the limiting support are only in pressure contact with the lower cross beam of the tower column, the outer side surface of the lower cross beam of the tower column does not bear tension in the whole construction process, the lower cross beam of the tower column is of a reinforced concrete structure, and the compression-resistant bearing capacity is high, so that the limiting padlock and the limiting support can act on most of the outer side surface of the lower cross beam of the tower column, and the wall supporting point is always limited to the position of the solid web section of the lower cross beam of the tower column without the need of the support of the process of' wall supporting rod (or track beam) + embedded part;
3) need not pre-buried, avoid crossing the influence with the column bottom end rail. The limiting padlock and the limiting support are tightly propped against the outer side surface of the lower cross beam of the tower column, anchor bars and conical nuts do not need to be embedded when the lower cross beam steel bars of the tower column are bound, and anchor plates do not need to be installed after the concrete of the lower cross beam of the tower column reaches the strength; meanwhile, the corrosion channel inside the lower beam of the tower column is prevented from being formed by pre-embedding, and the appearance problems of color difference repairing, concave-convex repairing and the like are also avoided.
4) By adopting the novel bracket, the work efficiency can be greatly improved, and the safety and the quality are ensured.
Drawings
Fig. 1 is a schematic elevation view of a bracket of the present invention;
fig. 2 is a cross-sectional view of the bracket of the present invention;
FIG. 3 is a schematic view of a limit padlock of the present invention;
fig. 4 is a schematic view of the spacing support of the present invention;
FIG. 5 is a schematic diagram of the process of step 1 in the example;
FIG. 6 is a schematic diagram of the step 2 implementation process in the example;
FIG. 7 is a schematic diagram of the implementation process of step 3 in the example;
FIGS. 8 to 9 are schematic views of the process for carrying out step 4 in the examples;
FIGS. 10 to 11 are schematic views of the process of step 5 in the examples;
FIGS. 12 to 13 are schematic views of the process of step 6 in the examples;
FIG. 14 is a schematic diagram of the process of step 7 in the example;
FIGS. 15 to 16 are schematic views of the process carried out in step 8 in the examples;
FIG. 17 is a schematic diagram of the process of step 9 in the example.
The labels in the figure are: the structure comprises a bearing platform 1, a steel upright column 2, a horizontal joint 3, an inclined strut 4, a main beam 5, a through track beam 6, a limit padlock 7, a limit strut 8, a tower column lower beam 9, a longitudinal stiffening plate 10, a transverse stiffening plate 11, a stiffening plate 12, a 0# -1 block 13, a 0# -2 block 14, a 0# -3 block 15, a 0# -4 block 16, a 0# -5 block 17, a jack 18 and a temporary buttress 19.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Examples
A novel No. 0 block bracket of a steel box girder comprises steel upright columns 2 arranged on a bearing platform 1, a parallel connection 3 and an inclined strut 4 arranged between the steel upright columns 2, a main cross beam 5, a through track beam 6, a limiting padlock 7 and a limiting strut 8; the main beam 5 is welded on the steel upright post, and a jack 18 and a temporary buttress 19 are placed on the main beam; the through track beam 6 is a steel box beam sliding track and is welded on the main cross beam 5, and a polytetrafluoroethylene sliding plate and a sliding block are mounted on the through track beam 6; the limiting padlock 7 comprises a large pile side limiting padlock and a small pile side limiting padlock, one side of the limiting padlock is welded at the bottom of the through track beam 6, and the other side of the limiting padlock is tightly attached to the outer side surface of the lower cross beam 9 of the tower column; spacing 8 including the side spacing of large pile number prop and the side spacing of small pile number prop, spacing 8 one end that props welds on steel stand 2, and 9 lateral surfaces of other end top pylon bottom end rail.
The limiting padlock 7 is a rigid component plate with a certain height, 2HM588 multiplied by 300mm section steel can be selected, about 1m of section steel is cut to be used as a main part of the limiting padlock 7, then partial structure reinforcement is carried out on the plate surface, and the longitudinal stiffening plate 10 and the transverse stiffening plate 11 are welded on the plate surface of the rigid component plate. The boundary angle between the limiting padlock 7 and the installation surface of the through track beam 6, the boundary angle between the limiting padlock 7 and the top tight surface of the tower column lower beam 9 and the diagonal angle on the limiting padlock 7 are obliquely cut, and the peripheral side surfaces of the limiting padlock 7 are all provided with plate covers.
The limit support 8 is a short column support which can be selected
Cutting a steel pipe about 1m to be used as a main part of a limiting support, and then carrying out local structure reinforcement; one end face of the short column support is covered with a cover plate, the end face where the cover plate is located is tightly propped against the outer side face of the lower beam of the tower column, and the column circumferential face of the short column support is provided with axial stiffening plates 12 around the two end faces.
The method for carrying out No. 0 block erection construction by utilizing the No. 0 block bracket of the steel box girder comprises the following steps:
1) as shown in fig. 5, steel upright posts are erected on a bearing platform, a parallel connection and an inclined strut are installed between the upright posts, a main cross beam is fixedly installed on the steel upright posts, a large pile size side limiting strut is installed between a tower column lower cross beam and the upright posts, the end face of a cover plate of the limiting strut is welded and fixed with the upright posts, and the other end face of the cover plate of the limiting strut is tightly propped against the tower column lower cross beam;
2) as shown in fig. 6, a large pile side limiting padlock is welded at a design position right below a through track beam at the side of the large pile side limiting padlock on a trestle, and then the large pile side limiting padlock is integrally hoisted to the top surface of a lower cross beam of a tower column; the penetrating track beam penetrates through the top of the lower cross beam of the tower column from the outermost end of the river side of the support to the outermost end of the shore side;
3) as shown in fig. 7, a jacking device is used for applying tension to the through track beam, the small pile number side limiting padlock is welded at the lower part of the through track beam, the end face of the cover plate of the small pile number side limiting support is welded and fixed with the upright post, and after the fixing is finished, the tension is released, so that the limiting padlock, the limiting support and the tower column lower beam are tightly jacked.
4) As shown in fig. 8-9, 0# -113 blocks are lifted to the side end part of the large support pile number by a floating crane, and 0# -1 blocks are slid to the side of the small support pile number close to a tower column by a traction system;
5) as shown in fig. 10-11, hoisting 0# -214 blocks to the side end of the support large pile by using a floating crane, and sliding 0# -2 blocks to the top of a lower beam of a tower column;
6) as shown in fig. 12-13, the floating crane is used for hoisting 0# -315 blocks to the side end part of the support large pile, and the 0# -3 blocks are slipped to the position close to the tower column on the side of the support large pile;
7) as shown in fig. 14, the 0# -1 block and the 0# -2 block are slid to the bracket design position;
8) as shown in fig. 15-16, 0# -416 blocks are lifted to the side end of the support large pile by using a floating crane, and 0# -3 blocks and 0# -4 blocks are slipped to the design position of the support;
9) lifting 0# -517 blocks to the side end of the support large pile number by using a floating crane as shown in FIG. 17 and sliding to a design position;
10) and welding the blocks of the No. 0 block into the whole No. 0 block.
Based on balance consideration, the forward and backward sliding is adopted, so that the unbalance loading of the steel box girder in the sliding process can be greatly reduced; meanwhile, a bidirectional limiting padlock and a limiting support are adopted, so that unavoidable and constantly-changing unbalanced loads on the near-shore side or the near-river side can be resisted respectively; by adopting the ladder-connecting sliding, the bidirectional limiting padlock and the limiting support, the bearing capacity and the structural safety of the support are jointly guaranteed. And in the installation process of each block of the No. 0 block, the jack is used for accurately adjusting the position, and finally the block is supported on the temporary buttress. The steel box girder No. 0 block support which penetrates through the track girder, the bidirectional limiting padlock and the limiting support is adopted, the defect that the anti-overturning capacity of the traditional No. 0 block support is weak under the sliding unbalance loading effect is overcome, an embedded part and a buttress part do not need to be installed on the top surface or the side surface of the lower beam of the tower column, and the problems of appearance defects such as corrosion channels in the lower beam of the tower column, poor color of the surface of concrete and the like are avoided. By adopting the novel bracket, the work efficiency can be greatly improved, and the safety and the quality are ensured.
The above description is only exemplary of the present invention and should not be taken as limiting the scope of the present invention, as any modifications, equivalents, improvements and the like made within the spirit and principles of the present invention are intended to be included within the scope of the present invention.
Claims (6)
1. The utility model provides a novel 0# block support of steel box girder which characterized in that: the steel upright post is provided with a parallel connection and an inclined strut, a main cross beam, a through track beam, a limiting padlock and a limiting strut; the main beam is arranged on the steel upright post, and a jack and a temporary buttress are placed on the main beam; the through track beam is a steel box beam sliding track and is arranged on the main cross beam, and a sliding plate and a sliding block are arranged on the through track beam; the limiting padlock comprises a large pile side limiting padlock and a small pile side limiting padlock, one surface of the limiting padlock is fixed at the bottom of the through track beam, and the other surface of the limiting padlock is attached to the outer side surface of the lower cross beam of the tower column; spacing props including the spacing support of big pile number side and the spacing support of small pile number side, spacing props one end and is fixed in on the steel stand, and the other end top is tightly at the column bottom end crossbeam lateral surface.
2. The novel steel box girder No. 0 block bracket as claimed in claim 1, wherein: the limiting padlock is a rigid component plate with a certain height, at least two adjacent sides of the rigid component plate adopt plane steel plate covers, one surface of each cover is welded at the bottom of the through track beam, and the adjacent surface is attached to the outer side surface of the lower beam of the tower column.
3. The novel steel box girder No. 0 block bracket as claimed in claim 2, wherein: and the surface of the rigid component plate is welded with a longitudinal stiffening plate and a transverse stiffening plate.
4. The novel steel box girder No. 0 block bracket as claimed in claim 1, wherein: the limiting support is a short column support, a cover plate cover is used for one end face of the short column support, the end face where the cover plate is located and the outer side face of the lower beam of the tower column are tightly propped, and the other end face is welded and fixed on the steel stand column.
5. The novel steel box girder No. 0 block bracket as claimed in claim 4, wherein: axial stiffening plates are arranged on the periphery of the short column support around the two end faces.
6. The novel steel box girder No. 0 block bracket according to any one of claims 1 to 5, wherein: chamfering is cut at the position where the limiting padlock is in three-way connection with a through track beam and a tower column lower cross beam; the free end of the limiting padlock is cut into an inclined plane.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201921001391.3U CN210420898U (en) | 2019-06-28 | 2019-06-28 | Novel No. 0 block support of steel box girder |
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| CN201921001391.3U CN210420898U (en) | 2019-06-28 | 2019-06-28 | Novel No. 0 block support of steel box girder |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110318344A (en) * | 2019-06-28 | 2019-10-11 | 中交二航局第四工程有限公司 | A kind of No. 0 block bracket of novel steel box-girder and No. 0 block erection construction method |
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2019
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110318344A (en) * | 2019-06-28 | 2019-10-11 | 中交二航局第四工程有限公司 | A kind of No. 0 block bracket of novel steel box-girder and No. 0 block erection construction method |
| CN110318344B (en) * | 2019-06-28 | 2024-04-19 | 中交二航局第四工程有限公司 | Novel steel box girder No. 0 block support and No. 0 block erection construction method |
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