CN214695184U - Pre-pressing system for double-thin-wall pier beam support bracket - Google Patents
Pre-pressing system for double-thin-wall pier beam support bracket Download PDFInfo
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- CN214695184U CN214695184U CN202120017059.7U CN202120017059U CN214695184U CN 214695184 U CN214695184 U CN 214695184U CN 202120017059 U CN202120017059 U CN 202120017059U CN 214695184 U CN214695184 U CN 214695184U
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Abstract
The utility model discloses a prepressing system for a double-thin-wall pier beam support bracket, which comprises an operating platform and two groups of tensioning counterforce mechanisms; the operating platform is symmetrically arranged above the beam support bracket, and the symmetric center of the operating platform is superposed with the center of the double thin-wall piers; two groups of tensioning reaction mechanisms are symmetrically arranged on the opposite outer sides of the double thin-wall piers, each group of tensioning reaction mechanisms comprises at least one jack, and the jacks are vertically arranged on the operation platform and symmetrically arranged along the middle section of the bridge in the transverse bridge direction; the jack is provided with a steel strand, the first end of the steel strand is connected with the action end of the jack, and the second end of the steel strand is vertically and downwards fixedly connected to the ground or a bearing platform of the double-thin-wall pier. The utility model eliminates the potential safety hazard brought by loading heavy objects, the pre-pressure can be controlled accurately, and the pre-pressure data is more accurate; and the operation platform for carrying the jack can be erected by fully utilizing the existing facility equipment, has a simple structure and a short construction period, and has higher economic and social benefits.
Description
Technical Field
The utility model relates to a bridge construction technical field especially relates to a pre-compaction system for two thin wall mound beam supports support.
Background
With the vigorous development of the transportation industry in China, the construction of the prestressed concrete continuous beam bridge obtains huge achievements. The construction quality of the No. 0 beam section in the double-thin-wall pier continuous rigid frame bridge is particularly important, and the beam support needs to be fixed on the upper part of the pier body to bear the construction load of the No. 0 beam section during construction. And in the concrete pouring process, the pier body of the No. 0 beam section can generate uneven settlement, and the overall stress of the support is further influenced. In order to avoid the phenomenon, the beam support bracket needs to be pre-pressed so as to accurately know the inelastic and elastic deformation of the beam support bracket under the action of load, test the strength, rigidity and stability of the bracket and provide parameters for determining the elevation of the vertical mold.
As shown in fig. 1, the beam-support frame structure of the continuous rigid frame bridge No. 0 beam section generally includes a transverse distribution beam, a support beam and a longitudinal distribution beam which are symmetrically arranged on the upper portion of a double-thin-wall pier, the beam-support frame structure is pre-pressed by adopting an entity ballast method, bagged concrete, concrete blocks or iron pressing pieces are added above the beam-support frame in stages for ballasting, monitoring point locations are arranged on the distribution beam, and the measured deformation of each point location is summarized to obtain settlement data. However, hundreds of tons of sand or heavy objects are needed in the method, and when the No. 0 beam section is higher, the test difficulty is increased, and a greater safety risk exists in operation. Therefore, the prior art provides a hang basket pre-compaction scheme, hangs the basket through the symmetrical loading at joist both ends to load heavy thing and realize the ballast in hanging the basket, still there is heavy thing transportation operation, and efficiency is lower, and receives environmental factor to influence greatly easily among the loading process, has to rock and unstable problem, influences the accuracy of test data.
SUMMERY OF THE UTILITY MODEL
In view of the above, there is a need to provide a pre-pressing system for a double-thin-wall pier beam support, which can conveniently, quickly and accurately pre-press the beam support.
The utility model discloses a following technical scheme realizes:
a prepressing system for a double-thin-wall pier beam support bracket comprises an operating platform and two groups of tensioning counterforce mechanisms; the operating platform is symmetrically arranged above the beam support bracket, and the symmetric center of the operating platform is superposed with the center of the double thin-wall piers; two groups of tensioning reaction mechanisms are symmetrically arranged on the opposite outer sides of the double thin-wall piers, each group of tensioning reaction mechanisms comprises at least one jack, and the jacks are vertically arranged on the operation platform and symmetrically arranged along the middle section of the bridge in the transverse bridge direction; the jack is provided with a steel strand, the first end of the steel strand is connected with the action end of the jack, and the second end of the steel strand is vertically and downwards fixedly connected to the ground or a bearing platform of the double-thin-wall pier.
In one embodiment, the jack is a through hydraulic jack, an upper anchorage device is arranged at the top end of the through hydraulic jack, and the first end of the steel strand penetrates through the through hydraulic jack and is fixedly connected with the upper anchorage device.
In one embodiment, the operating platform comprises a plurality of cross arms and a plurality of longitudinal arms, wherein the cross arms are erected above the longitudinal distribution beams of the beam support bracket at intervals and are perpendicular to the longitudinal distribution beams; the plurality of longitudinal arms are arranged above the cross arms at intervals and are vertical to the cross arms; the feed-through hydraulic jack is vertically arranged above the longitudinal arms, and the second ends of the steel strands penetrate through gaps between the longitudinal arms and gaps between the cross arms and are vertically and downwards fixedly connected to the ground or a bearing platform of the double-thin-wall pier.
In one embodiment, the tension device further comprises two groups of reaction frames, wherein the reaction frames are pre-embedded in the ground or a bearing platform and are respectively and correspondingly arranged below the two groups of tension reaction mechanisms; the second section of the steel strand is vertically and downwards fixedly connected to the reaction frame.
In one embodiment, the reaction frame comprises two groups of reaction rods arranged in parallel at intervals and a plurality of embedded limiting pieces used for limiting the vertical displacement of the reaction rods; and a lower anchorage device is arranged below the reaction rods, and the second end of the steel strand penetrates through the gap between the reaction rods and is fixedly connected with the lower anchorage device.
In one embodiment, the embedded limiting parts are distributed at equal intervals along the length direction of the reaction rod.
In one embodiment, the beam support bracket is provided with monitoring equipment for measuring deformation.
Compared with the prior art, the technical scheme of the utility model following advantage and beneficial effect have at least:
the utility model discloses an adopt jack tension steel strand wires to carry out the method of back pressure and pre-press the corbel support, reasonable in design, convenient operation, not only eliminated the potential safety hazard that the loading heavy object brought, and the corbel support atress is even in the pre-compaction process, and the pre-pressure can accurate control, and the pre-compaction data that obtains at last is more accurate; and the operation platform for carrying the jack can be erected by fully utilizing the existing facility equipment, has a simple structure and a short construction period, fully deepens and shows the construction idea of environmental protection and energy conservation, and has higher economic benefit and social benefit.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention, and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
FIG. 1 is a schematic structural view of a double thin-walled pier and joist brace provided in the background art;
fig. 2 is a schematic structural diagram i of the pre-pressing system according to the embodiment of the present invention after assembly;
FIG. 3 is a top view of FIG. 2;
fig. 4 is a schematic structural diagram ii of the pre-pressing system provided by the embodiment of the present invention after assembly.
Icon: 1-double thin-wall pier, 2-beam support bracket, 21-transverse distribution beam, 22-support beam, 23-longitudinal distribution beam, 3-operation platform, 31-cross arm, 32-longitudinal arm, 4-tension counter-force mechanism, 41-jack, 42-steel strand, 421-first end, 422-second end, 43-upper anchorage, 44-lower anchorage, 5-counter-force frame, 51-counter-force rod and 52-embedded limiting piece.
Detailed Description
To make the objects, technical solutions and advantages of the present invention clearer, the attached drawings in the embodiments of the present invention will be combined to describe a prepressing system for a double-thin-wall pier joist bracket more clearly and completely. The preferred embodiment of the pre-compression system for a double thin-walled pier corbel is shown in the drawings, however, the pre-compression system for a double thin-walled pier corbel can be implemented in many different forms and is not limited to the embodiments described herein. Rather, these embodiments are provided for the purpose of making the disclosure of the pre-compression system for a double thin-walled pier corbel more thorough.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
In the description of the present invention, it is to be noted that, unless otherwise explicitly specified or limited, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which the present invention belongs. The terms "central," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," "outer," and the like, when used in reference to a particular orientation or positional relationship, are used for convenience in describing the invention and to simplify the description, but are not intended to indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and are not to be construed as limiting the invention.
In the description of the present invention, it should be further noted that the terms "disposed," "mounted," "connected," and "connected" used herein should be interpreted broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present invention can be understood in specific cases to those skilled in the art.
As shown in fig. 1 to 4, the utility model provides a prepressing system for a double thin-wall pier beam support bracket, which comprises an operating platform 3 and two groups of tensioning counterforce mechanisms 4; the operating platform 3 is symmetrically arranged above the beam support bracket 2, and can also be integrally and symmetrically arranged above the beam support bracket 2 as long as the symmetrical center (central position) of the operating platform is superposed with the central position of the double-thin-wall pier 1, so that the prepressing effect of simulating the weight of the web plate is achieved as much as possible; the two groups of tensioning reaction force mechanisms 4 are symmetrically arranged on the opposite outer sides of the double-thin-wall pier 1 in the longitudinal bridge direction, each group of tensioning reaction force mechanisms 4 comprises at least one jack 41, and the jacks 41 are vertically arranged on the operation platform 3 and symmetrically arranged along the middle section of the bridge in the transverse bridge direction; the jack 41 is provided with a steel strand 42, a first end 421 of the steel strand 42 is connected with an action end of the jack 41, and a second end 422 of the steel strand 42 is vertically downwards fixedly connected with the ground or a bearing platform of the double-thin-wall pier 1. Upwards jacking through jack 41 and tensioning steel strand wires 42, utilize steel strand wires 42 to provide counter-force downwards, the counter-force transmits for beam brace support 2 through operation platform 3 to through the mounted position of rational arrangement operation platform 3 and jack 41, evenly rationally pre-compaction is carried out to beam brace support 2, can draw accurate pre-compaction data.
Specifically, the jacks 41 are symmetrically arranged along the middle section of the transverse bridge direction of the bridge, that is, the jacks 41 are symmetrically distributed on the operating platform 3 on the side of the beam support bracket 2 in the transverse bridge direction when the transverse bridge direction of the bridge is considered, so that a prepressing effect of uniform force application is achieved, and the aim of simulating the actual web weight for prepressing is achieved as much as possible. It will be understood that when there is one jack 41, the jack 41 is located at the very center of the girder support 2 on the side where it is located, and is symmetrical to itself; when there are two jacks 41, the two jacks 41 are symmetrical with respect to the center of the beam support bracket 2 on the side where the two jacks 41 are located; when the number of the jacks 41 is three, the jacks 41 at the two ends are symmetrical about the center of the beam support bracket 2 at the side where the jacks are located, and the jack 41 in the middle is located at the center of the beam support bracket 2 at the side where the jacks are located and is symmetrical with the jack; and so on.
Further, as shown in fig. 2, the jack 41 is a through hydraulic jack, an upper anchor 43 is disposed at the top end of the through hydraulic jack, the first end 421 of the steel strand 42 passes through the through hydraulic jack and is fixedly connected with the upper anchor 43, the size of the upper anchor 43 is larger than the hollow size of the through hydraulic jack, and the downward displacement of the upper anchor 43 is limited, so that the purpose of fixing the steel strand 42 is achieved; the operation is simple, and the steel strand 42 can be saved to the greatest extent by ensuring that the steel strand 42 is vertically downward.
Further, as shown in fig. 2 and 3, the operation platform 3 includes a plurality of cross arms 31 and a plurality of longitudinal arms 32, the plurality of cross arms 31 are spaced above the longitudinal distribution beam 23 of the joist bracket 2 and are perpendicular to the longitudinal distribution beam 23; a plurality of longitudinal arms 32 are erected above the cross arm 31 at intervals and are vertical to the cross arm 31; the feed-through hydraulic jack 41 is vertically arranged above the longitudinal arms 32, and the second ends 422 of the steel strands 42 penetrate through the gaps between the longitudinal arms 32 and the gaps between the cross arms 31 to be vertically and downwards fixedly connected to the ground or a bearing platform of the double-thin-wall pier 1. Specifically, the cross arm 31 and the longitudinal arm 32 can be formed by double-splicing and welding I-steel, so that the manufacturing is simple, the existing facility equipment is fully utilized, and the construction operation is convenient; the operating platform 3 erected by the cross arms 31 and the longitudinal arms 32 is reliable and smooth in strength, and the steel strands 42 can pass through the spaced gaps, so that the design is reasonable.
Further, as shown in fig. 2 to 4, the pre-pressing system further includes two sets of reaction frames 5, the reaction frames 5 are pre-buried in the ground or a bearing platform and are respectively and correspondingly disposed below the two sets of tensioning reaction mechanisms 4; the second section of the steel strand 42 is fixedly connected vertically downwards to the reaction frame 5. Specifically, the corresponding arrangement mainly means that the reaction frame 5 is arranged corresponding to the jack 41, and can correspondingly receive the steel strand 42 extending downwards, so that the steel strand 42 is convenient to mount and dismount, and the steel strand 42 is ensured to be in a vertical state.
Further, as shown in fig. 4, the reaction frame 5 includes two groups of reaction rods 51 arranged in parallel at intervals and a plurality of pre-buried limiting members 52 for limiting vertical displacement of the reaction rods 51; the lower anchorage 44 is arranged below the reaction bar 51, and the second end 422 of the steel strand 42 passes through the gap between the reaction bars 51 and is fixedly connected with the lower anchorage 44. Specifically, the reaction rod 51 may be formed by two channel steel double-splice welding, the embedded limiting piece 52 is set to shape, the lower end of the embedded limiting piece 52 is fixed deep into the ground or a bearing platform, two groups of reaction rods 51 are erected at the upper end of the embedded limiting piece 52 and fixed by full welding, a steel bar is transversely erected at the joint, and simultaneously, the reaction rods 51 and the embedded limiting piece 52 are bound for further reinforcement; the reaction rod 51 limits the upward displacement of the lower anchorage device 44, thereby achieving the purpose of fixing the steel strand 42.
Further, as shown in fig. 2 and 4, the plurality of embedded stoppers 52 are equidistantly and intermittently distributed along the length direction of the reaction rod 51, so that the reaction rod 51 is uniformly stressed in the preloading process.
Further, a monitoring device (not shown) for measuring the deformation amount is mounted on the beam support bracket 2. By arranging monitoring point positions on the supporting beam 22 and each distribution beam of the beam support bracket 2 and measuring the deformation of each point position in hours, the inelastic deformation and the elastic deformation can be accurately obtained, and an accurate basis is provided for the height of the vertical mold.
The above is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and various modifications and changes will occur to 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 (7)
1. A prepressing system for a double-thin-wall pier beam support bracket is characterized by comprising an operating platform and two groups of tensioning counterforce mechanisms; the operating platforms are symmetrically erected above the beam support bracket, and the symmetric centers of the operating platforms are superposed with the center positions of the double thin-wall piers; the two groups of tensioning reaction mechanisms are symmetrically arranged on the opposite outer sides of the double thin-wall piers, each group of tensioning reaction mechanisms comprises at least one jack, and the jacks are vertically arranged on the operating platform and symmetrically arranged along the middle section of the bridge in the transverse bridge direction; the jack is provided with a steel strand, the first end of the steel strand is connected with the action end of the jack, and the second end of the steel strand is vertically and downwards fixedly connected to the ground or a bearing platform of the double-thin-wall pier.
2. The pre-pressing system for the double-thin-wall pier beam-supporting bracket as claimed in claim 1, wherein the jack is a through hydraulic jack, an upper anchorage device is arranged at the top end of the through hydraulic jack, and the first end of the steel strand penetrates through the through hydraulic jack and is fixedly connected with the upper anchorage device.
3. The pre-pressing system for the double-thin-wall pier beam-supporting bracket as claimed in claim 2, wherein the operating platform comprises a plurality of cross arms and a plurality of longitudinal arms, and the cross arms are arranged above the longitudinal distribution beam of the beam-supporting bracket at intervals and are perpendicular to the longitudinal distribution beam; the plurality of the longitudinal arms are erected above the cross arms at intervals and are perpendicular to the cross arms; the straight-through hydraulic jack is vertically arranged above the longitudinal arms, and the second ends of the steel strands penetrate through gaps between the longitudinal arms and gaps between the cross arms and are vertically and downwards fixedly connected to the ground or a bearing platform of the double-thin-wall pier.
4. The pre-pressing system for the double-thin-wall pier beam-supporting bracket according to any one of claims 1 to 3, characterized by further comprising two groups of reaction frames, wherein the reaction frames are pre-embedded in the ground or a bearing platform and are respectively and correspondingly arranged below the two groups of tensioning reaction mechanisms; and the second section of the steel strand is vertically and downwards fixedly connected with the reaction frame.
5. The pre-pressing system for the double-thin-wall pier beam support bracket according to claim 4, wherein the reaction frame comprises two groups of reaction rods arranged in parallel at intervals and a plurality of pre-embedded limiting pieces for limiting vertical displacement of the reaction rods; and a lower anchorage device is arranged below the reaction rods, and the second end of the steel strand penetrates through the gap between the reaction rods and is fixedly connected with the lower anchorage device.
6. The pre-pressing system for the double-thin-wall pier beam bracket according to claim 5, wherein a plurality of embedded limiting pieces are equidistantly distributed along the length direction of the counter force rod.
7. The pre-pressing system for the double thin-wall pier corbel bracket according to claim 1, wherein a monitoring device for measuring deformation is mounted on the corbel bracket.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120017059.7U CN214695184U (en) | 2021-01-05 | 2021-01-05 | Pre-pressing system for double-thin-wall pier beam support bracket |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120017059.7U CN214695184U (en) | 2021-01-05 | 2021-01-05 | Pre-pressing system for double-thin-wall pier beam support bracket |
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| CN214695184U true CN214695184U (en) | 2021-11-12 |
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| CN202120017059.7U Active CN214695184U (en) | 2021-01-05 | 2021-01-05 | Pre-pressing system for double-thin-wall pier beam support bracket |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114323987A (en) * | 2021-12-10 | 2022-04-12 | 中铁十局集团第三建设有限公司 | Reverse preloading detection method for temporary buttress of large-span arch rib |
| CN114855625A (en) * | 2022-05-20 | 2022-08-05 | 中铁三局集团华东建设有限公司 | Cast-in-place section support basis back pressure structure of roof beam is irritated to overhang |
-
2021
- 2021-01-05 CN CN202120017059.7U patent/CN214695184U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114323987A (en) * | 2021-12-10 | 2022-04-12 | 中铁十局集团第三建设有限公司 | Reverse preloading detection method for temporary buttress of large-span arch rib |
| CN114855625A (en) * | 2022-05-20 | 2022-08-05 | 中铁三局集团华东建设有限公司 | Cast-in-place section support basis back pressure structure of roof beam is irritated to overhang |
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Address after: 610047 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee after: Sichuan Communications Construction Group Co.,Ltd. Address before: 610047 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee before: Sichuan Communications Construction Group Co.,Ltd. |