CN218147879U - Steel support system structure for bridge pier and bearing platform dismantling and lowering reconstruction - Google Patents
Steel support system structure for bridge pier and bearing platform dismantling and lowering reconstruction Download PDFInfo
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- CN218147879U CN218147879U CN202222516195.8U CN202222516195U CN218147879U CN 218147879 U CN218147879 U CN 218147879U CN 202222516195 U CN202222516195 U CN 202222516195U CN 218147879 U CN218147879 U CN 218147879U
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Abstract
The utility model provides a steel bracket system structure for the removal and drop reconstruction of piers and bearing platforms, which comprises an upper layer support, a middle layer support and a lower layer support which are arranged from top to bottom in sequence; the upper layer support comprises a temporary support and a support longitudinal beam, the length direction of the support longitudinal beam is arranged in the same direction as the length direction of the bridge, the middle part of the support longitudinal beam is positioned in the groove on the pier cap, and two end parts of the support longitudinal beam are respectively arranged on the middle layer support; the temporary support is arranged on the support longitudinal beam, and the temporary support is arranged at the mounting position of the support cushion stone and used for replacing the support cushion stone. The utility model discloses a steel bracket component is little to the influence of former bridge construction, adopts support longeron and the original supporting pad stone bearing structure of temporary support replacement, and the strong point of atress can not change, can not change span, the stress state form of the roof beam body, and is minimum to existing bridge roof beam body atress influence, can save the atress of bridge cantilever section and examine the calculation.
Description
Technical Field
The utility model relates to a bridge structures demolishs technical field, concretely relates to be used for pier and cushion cap to demolish low steel support architecture who rebuilds.
Background
Along with the increase of the operation time of the bridge, the increase of the traffic volume, the requirement of water area treatment and the like, the bridge pier bearing platform of the water-crossing railway bridge is required to be dismantled and rebuilt.
The existing construction method for underpinning the bridge part pile foundation of the railway overhead and fastening the track of the pile foundation by adopting the cantilever support at the bottom of the railway and the cantilever section line is mostly adopted when the pile foundation bearing platform is lowered or fastened.
In view of the above disadvantages, there is a need for a steel support structure for pier and cushion cap removal and drop-down reconstruction to solve the problems existing in the prior art, in order to reduce the influence on railway train operation and the stress influence on the existing bridge body of a railway.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a steel support system structure that is used for pier and cushion cap to demolish low reconstruction aims at solving current method and when demolising pier cushion cap, has the problem big to driving, roof beam body atress influence, and concrete technical scheme is as follows:
a steel support system structure for bridge pier and bearing platform dismantling and lowering reconstruction comprises an upper layer support, a middle layer support and a lower layer support which are sequentially arranged from top to bottom; the upper layer support comprises a temporary support and a support longitudinal beam, the length direction of the support longitudinal beam is arranged in the same direction as that of the bridge, the middle part of the support longitudinal beam is positioned in the groove on the pier cap, and two end parts of the support longitudinal beam are respectively arranged on the middle layer support; the temporary support is arranged on the support longitudinal beam and arranged at the mounting position of the support cushion stone for replacing the support cushion stone.
In the above technical solution, preferably, the temporary support and the support pad are replaced by one-to-one.
Preferably, the temporary supports on the same longitudinal line are arranged on the same support longitudinal beam.
Preferably in the above technical scheme, the middle support comprises a longitudinal connecting rod and two groups of vertical supporting assemblies, the two groups of vertical supporting assemblies are connected through a plurality of longitudinal connecting rods, and two ends of the supporting longitudinal beam are respectively arranged on the two groups of vertical supporting assemblies.
Preferably, in the above technical solution, the vertical support assembly includes a support beam, columns and a transverse connecting rod, the support beam and the transverse connecting rod are both arranged along the transverse direction, at least two columns are arranged along the transverse direction, the upper ends of the columns are connected with the support beam, and the transverse connecting rod is connected between the lower ends of two adjacent columns; the end parts of the supporting longitudinal beams are arranged on the supporting transverse beams.
Preferred among the above technical scheme, vertical support assembly still includes the bracing, between two adjacent stands: one end of the inclined strut is connected with the supporting cross beam, a connecting point between the supporting cross beam and the supporting cross beam is located right below the supporting longitudinal beam, and the other end of the inclined strut is connected with the upright post or the transverse connecting rod.
In the preferred technical scheme, the upper ends of a plurality of transversely arranged upright posts are connected with a supporting beam together; or the upper ends of two adjacent upright columns in a plurality of transversely arranged upright columns are connected with a supporting cross beam together.
Preferably, a plurality of longitudinal connecting rods are arranged between the upright posts on the same longitudinal line.
Preferably among the above technical scheme, the lower floor supports including interim cushion cap and sets up in a plurality of stake of interim cushion cap below, the stand sets up on interim cushion cap.
Preferably, the upright posts on the same longitudinal line are arranged on the same temporary bearing platform.
Use the technical scheme of the utility model, following beneficial effect has:
the utility model discloses a steel bracket component is little to the influence of former bridge construction, adopts support longeron and the original supporting pad stone bearing structure of temporary support replacement, and the strong point of atress can not change, can not change span, the stress state form of the roof beam body, and is minimum to the influence of existing bridge roof beam body atress, can save the atress of bridge cantilever section and examine the calculation.
The stress form of the steel bracket component is simple, all loads on the upper part are transmitted to the support longitudinal beam through the temporary support and then transmitted to the middle-layer support and the lower-layer support, and the construction process and the stress form are simpler. The method cancels the fastening and strengthening of the railway track on the cantilever section bridge of the railway bridge, reduces the disturbance to the track bed of the railway, reduces the change of the geometric dimension of the track, and reduces the line blocking time and the speed limiting time.
The utility model arranges the connecting point of the inclined strut and the supporting beam under the supporting longitudinal beam, which can increase the rigidity of the supporting beam and reduce the deflection of the supporting beam; the upright posts are connected by adopting the transverse connecting rods and the longitudinal connecting rods, so that the stability of the middle-layer supporting structure can be effectively improved.
In addition to the above-described objects, features and advantages, the present invention has other objects, features and advantages. The present invention will be described in further detail with reference to the drawings.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification. In the drawings:
FIG. 1 is a schematic cross-sectional view of a steel bracket assembly according to the present invention;
FIG. 2 is a schematic longitudinal view of the steel bracket assembly of the present invention;
the device comprises a main beam 1, a main beam 2, a temporary support 3, a support longitudinal beam 4, a support cross beam 5, a stand column 6, a transverse connecting rod 7, a diagonal support 8, a temporary bearing platform 9, a pile column 10 and a longitudinal connecting rod.
Detailed Description
In order to facilitate understanding of the present invention, the present invention will be described more fully below, and preferred embodiments of the present invention will be described. The invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete.
Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. The terminology used herein in the description of the invention is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention.
Example 1:
referring to fig. 1-2, a steel bracket system structure for pier and bearing platform dismantling and lowering reconstruction comprises an upper layer support, a middle layer support and a lower layer support which are arranged from top to bottom in sequence; the upper layer support comprises a temporary support 2 and a support longitudinal beam 3, the length direction of the support longitudinal beam 3 is arranged in the same direction as that of the bridge, the middle part of the support longitudinal beam 3 is positioned in a groove on a pier cap (namely the pier cap of the bridge pier is provided with a groove), and two end parts of the support longitudinal beam 3 are respectively arranged on the middle layer support; the temporary support 2 is arranged on the support longitudinal beam 3, and the temporary support 2 is arranged at the mounting position of the support cushion for replacing the support cushion.
Specifically, the support pad is arranged on a bridge pier for supporting the main beam 1, and belongs to common arrangement in the field, and further, in the embodiment, the temporary support 2 and the support pad are replaced in a one-to-one manner.
Preferably, the temporary supports 2 located on the same longitudinal line are arranged on the same support stringer 3, as shown in fig. 2.
The temporary support 2 is preferably the same type as the original supporting pad stone, the original supporting structure of the bridge can be directly replaced through the upper layer support in the embodiment, the stress condition of the bridge cannot be changed, and stress detection calculation is omitted.
Referring to fig. 1 and 2, the middle support includes a longitudinal connecting rod 10 and two groups of vertical supporting assemblies, the two groups of vertical supporting assemblies are connected by a plurality of longitudinal connecting rods 10, and two ends of the supporting longitudinal beam 3 are respectively disposed on the two groups of vertical supporting assemblies.
Further, the vertical supporting assembly comprises a supporting beam 4, stand columns 5 and transverse connecting rods 6, wherein the supporting beam 4 and the transverse connecting rods 6 are arranged along the transverse direction, at least two stand columns 5 are arranged along the transverse direction, the upper ends of the stand columns 5 are connected with the supporting beam 4, and the transverse connecting rods 6 are connected between the lower ends of two adjacent stand columns 5; the end parts of the support longitudinal beams 3 are arranged on the support cross beam 4.
Preferably, the upper ends of a plurality of transversely arranged upright posts 5 are connected with a supporting cross beam 4 together, and the arrangement mode can realize that the multi-line main beams 1 are arranged on one supporting cross beam 4, as shown in fig. 1; in addition, the upper ends of two adjacent upright columns 5 in a plurality of transversely arranged upright columns 5 are connected with a supporting cross beam 4 together, and the arrangement mode is more suitable for one supporting cross beam 4 to support the first-line main beam 1; of course, those skilled in the art can understand that both the two setting modes essentially play a role of supporting, and those skilled in the art can flexibly select the setting mode, and can also change the mounting mode and the mounting position between the supporting beam 4 and the upright post 5 according to the actual structural requirements.
Further, the vertical supporting component further comprises an inclined strut 7, and between two adjacent vertical columns: one end of the inclined strut 7 is connected with the supporting cross beam 4, the connection point between the two is located right below the supporting longitudinal beam 3, and the other end of the inclined strut 7 is connected with the upright post 5 or the transverse connecting rod 6. The other end of the diagonal strut 7 is shown in fig. 1 connected to the transverse link 6. The rigidity of the supporting beam 4 can be increased and the deflection of the supporting beam can be reduced through the inclined strut 7.
Referring to fig. 2, a plurality of longitudinal connecting rods 10 are arranged between the columns on the same longitudinal line; preferably, a longitudinal link 10 is provided between adjacent columns in the longitudinal direction at least between the upper and lower ends of the two columns to enhance structural stability.
The lower-layer support comprises a temporary bearing platform 8 and a plurality of piles 9 arranged below the temporary bearing platform 8, and the upright columns 5 are arranged on the temporary bearing platform 8.
Referring to fig. 2, the vertical columns on the same longitudinal line in this embodiment are disposed on the same temporary platform 8.
Preferably, the distance between the adjacent temporary platforms 8 is determined by the size of the original platform of the pier.
In the preferred embodiment, a plurality of piles 9 are arranged in an array, a steel frame skeleton is welded on the upper ends of the piles 9, the temporary bearing platform 8 is connected on the steel frame skeleton,
preferably, in this embodiment, continuous fillet welds are used for the connection between the support longitudinal beams, the support cross beams, the piles, the diagonal braces, the transverse connecting rods, the longitudinal connecting rods and other rod members.
The technical scheme of the embodiment is specifically as follows:
cutting a groove for accommodating the support longitudinal beam 3 on a pier cap of the pier, and disassembling an original support cushion (when the original support cushion is disassembled, a support device such as a jack can be adopted to support the main beam); arranging a support longitudinal beam 3 in the groove, arranging a temporary support 2 on the support longitudinal beam 3, replacing an original support cushion stone with the temporary support 2, arranging the support longitudinal beam in the groove, plugging the support longitudinal beam below by adopting a triangular wood, and contacting the temporary support 2 with the main beam;
setting a middle layer support and a lower layer support: four upright columns are distributed around the bridge pier and the original bearing platform, the support cross beams 4, the transverse connecting rods 6 and the inclined struts 7 are adopted to connect the upright columns in the transverse direction, the longitudinal connecting rods 10 are adopted to connect the upright columns in the longitudinal direction, and the support longitudinal beams 3 are arranged on the support cross beams 4; the upright columns positioned on the same longitudinal line are arranged on the same temporary bearing platform 8, and the temporary bearing platform 8 is arranged on the pile 9;
the middle layer support and the lower layer support are erected completely, triangular wood below the support longitudinal beam is disassembled, and the original bridge pier and the original bearing platform can be cut and reconstructed by the stress of the steel support component.
Use the technical scheme of the utility model, the effect is:
the utility model discloses a steel bracket component is little to the influence of former bridge construction, adopts support longeron and the original supporting pad stone bearing structure of temporary support replacement, and the strong point of atress can not change, can not change span, the stress state form of the roof beam body, and is minimum to the influence of existing bridge roof beam body atress, can save the atress of bridge cantilever section and examine the calculation.
The stress form of the steel bracket component is simple, all loads on the upper part are transmitted to the support longitudinal beam through the temporary support and then transmitted to the middle-layer support and the lower-layer support, and the construction process and the stress form are simpler. The method cancels the fastening and strengthening of the railway track on the cantilever section bridge of the railway bridge, reduces the disturbance to the track bed of the railway, reduces the change of the geometric dimension of the track, and reduces the line blocking time and the speed limiting time.
The utility model arranges the connecting point of the inclined strut and the supporting beam under the supporting longitudinal beam, which can increase the rigidity of the supporting beam and reduce the deflection of the supporting beam; the upright posts are connected by adopting the transverse connecting rods and the longitudinal connecting rods, so that the stability of the middle-layer supporting structure can be effectively improved.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A steel support system structure for bridge pier and bearing platform dismantling and lowering reconstruction is characterized by comprising an upper support, a middle support and a lower support which are sequentially arranged from top to bottom; the upper layer support comprises a temporary support (2) and a support longitudinal beam (3), the length direction of the support longitudinal beam (3) is arranged in the same direction as that of the bridge, the middle part of the support longitudinal beam (3) is positioned in a groove on the pier cap, and two end parts of the support longitudinal beam (3) are respectively arranged on the middle layer support; the temporary support (2) is arranged on the support longitudinal beam (3), and the temporary support (2) is arranged at the mounting position of the support cushion stone and used for replacing the support cushion stone.
2. A steel trestle architecture for pier and abutment demolition and reconstruction according to claim 1, characterized by the fact that there is a one-to-one substitution between the temporary supports (2) and the supporting chocks.
3. The steel scaffold system for bridge pier and abutment demolition and lowering reconstruction as claimed in claim 2, characterized in that the temporary supports (2) located on the same longitudinal line are placed on the same support stringer (3).
4. The steel bracket system structure for the demolition and lowering reconstruction of piers and bearing platforms as claimed in claim 1, wherein the middle layer support comprises longitudinal connecting rods (10) and two sets of vertical supporting components, the two sets of vertical supporting components are connected through a plurality of longitudinal connecting rods (10), and two ends of the supporting longitudinal beams (3) are respectively arranged on the two sets of vertical supporting components.
5. The steel bracket system structure for bridge pier and cushion cap demolition and lowering reconstruction as recited in claim 4, wherein the vertical support assembly comprises a support beam (4), a vertical column (5) and a transverse connecting rod (6), the support beam (4) and the transverse connecting rod (6) are both arranged along the transverse direction, at least two vertical columns (5) are arranged along the transverse direction, the upper ends of the vertical columns (5) are connected with the support beam (4), and the transverse connecting rod (6) is connected between the lower ends of two adjacent vertical columns (5); the end parts of the support longitudinal beams (3) are arranged on the support cross beams (4).
6. A steel trestle system for pier and cap removal and drop reconstruction according to claim 5, characterized in that said vertical bracing assembly further comprises a diagonal brace (7), between two adjacent uprights: one end of the inclined strut (7) is connected with the supporting cross beam (4), a connecting point between the supporting cross beam and the supporting cross beam is located under the supporting longitudinal beam (3), and the other end of the inclined strut (7) is connected with the upright post (5) or the transverse connecting rod (6).
7. A steel trestle system for pier and cap demolition and lowering reconstruction according to claim 5, characterized in that the upper ends of a plurality of columns (5) arranged transversely are connected together with a supporting beam (4); or the upper ends of two adjacent upright columns (5) in a plurality of transversely arranged upright columns (5) are connected with a supporting cross beam (4) together.
8. A steel trestle system for pier and cap demolition and lowering reconstruction according to claim 5, characterized in that a plurality of longitudinal connecting rods (10) are provided between the uprights located on the same longitudinal line.
9. The steel trestle system for pier and cap demolition and lowering reconstruction according to claim 5, characterized in that the lower layer of bracing comprises a temporary cap (8) and a plurality of piles (9) arranged below the temporary cap (8), the columns (5) being arranged on the temporary cap (8).
10. A steel trestle system for pier and abutment demolition and lowering reconstruction according to claim 9, characterized in that the uprights located on the same longitudinal line are placed on the same temporary abutment (8).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202222516195.8U CN218147879U (en) | 2022-09-22 | 2022-09-22 | Steel support system structure for bridge pier and bearing platform dismantling and lowering reconstruction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202222516195.8U CN218147879U (en) | 2022-09-22 | 2022-09-22 | Steel support system structure for bridge pier and bearing platform dismantling and lowering reconstruction |
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| Publication Number | Publication Date |
|---|---|
| CN218147879U true CN218147879U (en) | 2022-12-27 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202222516195.8U Active CN218147879U (en) | 2022-09-22 | 2022-09-22 | Steel support system structure for bridge pier and bearing platform dismantling and lowering reconstruction |
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| Country | Link |
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| CN (1) | CN218147879U (en) |
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- 2022-09-22 CN CN202222516195.8U patent/CN218147879U/en active Active
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