CN222065198U - A bottom-supported assembly support system for large cantilever cap beams - Google Patents
A bottom-supported assembly support system for large cantilever cap beams Download PDFInfo
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- CN222065198U CN222065198U CN202420457617.5U CN202420457617U CN222065198U CN 222065198 U CN222065198 U CN 222065198U CN 202420457617 U CN202420457617 U CN 202420457617U CN 222065198 U CN222065198 U CN 222065198U
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 96
- 239000010959 steel Substances 0.000 claims abstract description 96
- 244000035744 Hura crepitans Species 0.000 claims abstract description 19
- 238000009826 distribution Methods 0.000 claims description 10
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 15
- 238000003466 welding Methods 0.000 description 10
- 238000000034 method Methods 0.000 description 4
- 238000005452 bending Methods 0.000 description 3
- 238000009432 framing Methods 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 230000007613 environmental effect Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000000712 assembly Effects 0.000 description 1
- 238000000429 assembly Methods 0.000 description 1
- 230000002146 bilateral effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
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- 239000000463 material Substances 0.000 description 1
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Abstract
本实用新型提供了一种用于大悬臂盖梁的下承式装配支架体系，所述支架体系包括砂箱，其特征在于还包括：立柱组件，主受力桁架，张拉平衡杆；所述立柱组件包括环绕墩柱设置的多根钢管立柱，且所述钢管立柱的柱脚与预埋于承台内的钢板连接，所述钢管立柱的柱头与砂箱下钢板连接；所述张拉平衡杆对称设置于墩柱两侧，且其上端与下弦杆连接，下端与承台连接。本实用新型支架体系采用大悬臂和下承式结合，受力合理，安全可靠，且可模块化现场组装，安装拆除方便，可保证在安全的前提下，优质、快速、经济的实现在支架体系上进行悬臂盖梁的现浇混凝土施工。
The utility model provides a bottom-supported assembly support system for a large cantilever cap beam, the support system includes a sand box, and is characterized in that it also includes: a column assembly, a main force-bearing truss, and a tension balance rod; the column assembly includes a plurality of steel pipe columns arranged around the pier, and the column foot of the steel pipe column is connected to a steel plate pre-buried in the cap, and the column head of the steel pipe column is connected to the steel plate under the sand box; the tension balance rod is symmetrically arranged on both sides of the pier, and its upper end is connected to the lower chord rod, and the lower end is connected to the cap. The support system of the utility model adopts a combination of a large cantilever and a bottom-supported type, has a reasonable force, is safe and reliable, can be modularly assembled on site, is easy to install and dismantle, and can ensure that the cast-in-place concrete construction of the cantilever cap beam on the support system is realized in a high-quality, fast and economical manner under the premise of safety.
Description
Technical Field
The utility model belongs to the technical field of civil engineering, and particularly relates to a lower bearing type assembly bracket system for a large cantilever bent cap.
Background
The urban pier cantilever bent cap adopts a cast-in-place concrete construction method on a floor full framing, and the method is used widely as a traditional construction method, and has high safety coefficient and relatively low manufacturing cost. With the rapid development of urban construction, various pipelines under municipal engineering bridges and underground construction types are numerous, the pipelines are arranged in a crisscross mode, and the underground environment is complex. Thus, the traditional method of casting concrete in place on a full framing is not suitable for certain environmental conditions, and cantilever bracket methods are favored by engineers. However, in the cantilever bracket method, in order to counteract the bending moment generated at the cantilever end during the construction, a support is generally required to be provided at the cantilever end point to solve the above problem, and when the site conditions are limited, the above measures are not applicable. Correspondingly, under certain environmental conditions, the design of the bridge pier position is limited by space, and the designed cantilever length of the capping beam is gradually increased, so that the difficulty in designing the bracket of the cantilever capping beam in the construction of the existing cantilever capping beam is obviously improved.
Therefore, the person skilled in the art starts to search for an assembly type bracket erection applicable to the large cantilever bent cap so as to realize that cantilever construction can be performed in a limited space and solve the problem of overlarge bending moment at the root of the cantilever of the large cantilever bent cap.
Therefore, on the premise of ensuring safety, the temporary support is erected and poured with concrete with high quality, high speed and economy, and the assembly support for the large cantilever bent cap is particularly important.
Disclosure of utility model
In order to overcome the above-mentioned problems, the present utility model aims to provide a system of a undermount assembly bracket for solving a large cantilever bent cap under a limited space condition, so as to solve one or more technical problems existing in the prior art, and at least provide an effective scheme selection or creation idea.
The utility model is realized by the following technical scheme.
A drag-type assembly stand system for a large cantilever bent cap, comprising a sand box, characterized in that it further comprises:
the column assembly comprises a plurality of steel pipe columns arranged around the pier column, column feet of the steel pipe columns are connected with steel plates embedded in the bearing platform, and column heads of the steel pipe columns are connected with the steel plates under the sand box;
The main stress truss comprises lower chords which are symmetrically arranged at two sides of the bottom of the cover beam and fixedly connected with the upper steel plates of the sand box, upper chords which are arranged at two sides of the top of the cover beam, web members which are connected between the lower chords and the upper chords at the same side, upper chord support rods which are connected between the upper chords, lower chord support rods which are connected between the lower chords, and a plurality of distribution beams which are paved on the upper surface of the lower chords along the length direction of the lower chords;
And the tensioning balance rods are symmetrically arranged on two sides of the pier column, the upper ends of the tensioning balance rods are connected with the lower chords, and the lower ends of the tensioning balance rods are connected with the bearing platform.
Preferably, the upper chord comprises an upper chord middle section, end plates, and upper chord flank sections symmetrically connected to two ends of the upper chord middle section through the end plates; the lower chord comprises a lower chord middle section and end plates, and lower chord flank sections symmetrically connected to two ends of the lower chord middle section through the end plates; the web member comprises a web member middle section and a web member end section connected between the web member middle section and the upper chord member or the lower chord member; the upper chord wing sections and the web member end sections connected with the upper chord wing sections form an upper wing truss, the upper chord middle sections and the web member end sections connected with the upper chord wing sections form an upper truss, the lower chord wing sections and the web member end sections connected with the lower chord wing sections form a lower wing truss, and the lower chord middle sections and the web member end sections connected with the lower chord wing sections form a lower truss.
Preferably, the steel pipe columns are arranged in two rows on two sides of the pier column along the longitudinal bridge direction, each row of steel pipe columns is divided into three rows along the transverse bridge direction, the head-tail row consists of two steel pipe columns arranged side by side along the longitudinal bridge direction, and the middle row is a single steel pipe column.
Preferably, the upright post assembly further comprises a longitudinal connecting piece, a transverse connecting piece and a wall connecting piece; the steel pipe columns in the middle of two rows and between two steel pipe columns arranged side by side in the head-to-tail row are connected through longitudinal connecting pieces along the longitudinal bridge direction, adjacent columns arranged in the same row are connected through transverse connecting pieces along the transverse bridge direction, and the steel pipe columns adjacent to the pier columns in the head-to-tail row are connected with embedded parts in the pier columns through wall connecting pieces, so that the column assembly forms an integral stress system.
Preferably, the longitudinal connecting piece and the transverse connecting piece are formed by parallel connection of double-spliced channel steel and steel plates, and the wall connecting piece is channel steel.
Preferably, the distance between the adjacent distribution beams is 40-60 cm, and the distribution beams are I-steel.
Preferably, the web member is welded with the lower chord member and the upper chord member, and the lower chord support rod is connected with the lower chord member and the upper chord support rod is connected with the upper chord member by bolts.
Preferably, the column head of the steel pipe column is a steel plate welded at the top of the steel pipe column, and the column head of the steel pipe column is connected with the steel plate under the sand box by bolts; and the column feet of the steel pipe column are welded with the steel plates pre-buried in the bearing platform and are connected with each other in a reinforcing way by rib plates.
Compared with the prior art, the utility model has the following advantages:
1. The large cantilever and lower bearing type bracket system consists of the upright post component, the main stressed truss and the tensioning balance rod, so that the large cantilever and lower bearing type bracket system is economical in materials, reasonable in stress, safe and reliable; the large cantilever bracket is adopted, so that the technical problem that a large cantilever bent cap cannot be erected in a full framing under special conditions is solved; the large cantilever bracket adopts a lower bearing type structure, and solves the problems that the upper bearing type large cantilever bent cap bracket is not suitable when the clearance under the bent cap is limited under the common condition and the bending moment at the root of the large cantilever bent cap is overlarge.
2. According to the utility model, the main stressed truss is decomposed into the modules such as the upper truss, the upper wing truss, the lower truss and the lower wing truss, so that the modules can be assembled and processed in a factory in advance, the welding quality of the node positions in each module is ensured, meanwhile, the modules are integrally connected up and down in the middle, and the two ends of the modules are in bilateral symmetry, so that the safety and the balance of the main stressed truss during modular assembly can be ensured, the on-site modular rapid assembly and disassembly of the main stressed truss can be realized, the construction cost of the main stressed truss is greatly saved, and the construction efficiency is effectively improved.
3. According to the utility model, the steel pipe stand column connected with the embedded steel plate in the bearing platform is used for supporting, so that the foundation treatment cost is saved, the link of foundation pre-pressing is reduced, and the problem of high technical difficulty of foundation treatment under weak geological conditions is avoided.
Drawings
Other features, objects and advantages of the present utility model will become more apparent upon reading of the detailed description of non-limiting embodiments, given with reference to the accompanying drawings in which:
FIG. 1 is a schematic diagram of the front view of a underslung mounting bracket system for a large cantilever bent cap of the present utility model;
FIG. 2 is a schematic view of a modular assembly of a main force truss according to the present utility model;
FIG. 3 is a section A-A of FIG. 1;
FIG. 4 is a section B-B of FIG. 1;
FIG. 5 is a section C-C of FIG. 1;
FIG. 6 is a section D-D of FIG. 1;
FIG. 7 is a section E-E of FIG. 1;
The meaning of each mark in the above figures is: the main stress truss 1, the lower chord 2, the lower chord middle section 201, the lower chord flank section 202, the upper chord 3, the upper chord middle section 301, the upper chord flank section 302, the web member 4, the web member middle section 401, the web member end section 402, the upper chord support bar 5, the lower chord support bar 6, the upper truss 7, the upper wing truss 8, the lower wing truss 9, the lower truss 10, the steel pipe column 11, the longitudinal connecting piece 12, the transverse connecting piece 13, the sand box 14, the column head 15, the column foot 16, the tension balance bar 17, the bearing platform 18, the pier column 19, the capping beam 20, the column assembly 21, the wall connecting piece 22, the railing 23, the distribution beam 24 and the end plate 25.
Concrete construction mode
The present utility model will be described in detail with reference to specific examples. The following examples will assist those skilled in the art in further understanding the present utility model, but are not intended to limit the utility model in any way. It should be noted that variations and modifications could be made by those skilled in the art without departing from the inventive concept. These are all within the scope of the present utility model.
The utility model is further described below with reference to fig. 1-7 and the examples.
Examples
Referring to fig. 1 to 7, a lower-bearing type assembly bracket system for a large cantilever bent cap comprises a sand box 14, a column assembly 21, a main stress truss 1 and a tensioning balance rod 17; wherein:
The column assembly 21 comprises a plurality of steel pipe columns 11 which are arranged around the pier column 19, column feet 16 of the steel pipe columns 11 are connected with steel plates which are pre-buried in the bearing platform 18, and column heads 15 of the steel pipe columns 11 are connected with the steel plates under the sand boxes;
The main stress truss 1 comprises lower chords 2 symmetrically arranged at two sides of the bottom of the cover beam 20 and fixedly connected with upper steel plates of the sand box, upper chords 3 arranged at two sides of the top of the cover beam 20, web members 4 connected between the lower chords 2 and the upper chords 3 at the same side, upper chord support rods 5 connected between the upper chords 2, lower chord support rods 6 connected between the lower chords 3, and a plurality of distribution beams 24 laid on the upper surface of the lower chords 2 along the length direction of the lower chords 2;
the tensioning balance rods 17 are symmetrically arranged on two sides of the pier 19, the upper ends of the tensioning balance rods are connected with the lower chords 2, and the lower ends of the tensioning balance rods are connected with the bearing platform 18.
In order to facilitate the on-site hoisting construction of the main stressed truss, further, in a preferred embodiment, referring to fig. 1, 2 and 3, the upper chord 3 includes an upper chord middle section 301, end plates 25, and upper chord side wing sections 302 symmetrically connected to two ends of the upper chord middle section 301 through the end plates 25; the lower chord 2 comprises a lower chord middle section 201 and end plates 25, and lower chord flank sections 202 symmetrically connected to two ends of the lower chord middle section 201 through the end plates 25; the web member 4 comprises a web member middle section 401 and a web member end section 402 connected between the web member middle section 401 and the upper chord 3 or the lower chord 2; the upper chord wing sections 302 and the web member end sections 402 connected with the upper chord wing sections 302 form an upper wing truss 8, the upper chord middle sections 301 and the web member end sections 402 connected with the upper chord middle sections form an upper truss 7, the lower chord wing sections 202 and the web member end sections 402 connected with the lower chord wing sections form a lower wing truss 9, and the lower chord middle sections 201 and the web member end sections 402 connected with the lower chord wing sections form a lower truss 10, so that the upper wing truss 8, the upper truss 7, the lower wing truss 9 and the lower truss 10 can be assembled into a main stressed truss 1 in a modularized manner through the upper chord support rods 5, the lower chord support rods 6 and the web member middle sections 401; preferably, in order to facilitate the assembly of the main stressed truss 1, the web member end section 402 is in high-strength spiral connection with the web member middle section 401, the upper chord support rod 5 is in high-strength spiral connection with the upper chord 3, and the lower chord support rod 6 is in high-strength spiral connection with the lower chord 2; in order to ensure the strength and the overall stability of the main stressed truss 1, the lower chord flank section 202 and the lower chord middle section 201 are welded and connected through the end plate 25, and the connecting weld is not less than 14mm; the upper chord flank section 302 is welded with the upper chord middle section 301 through the end plate 25, and the connecting welding seam is not less than 12mm;
Based on the above structure setting, can be at the mill first with web member end festival 402 weld on the upper chord flank festival 302 with assemble and form upper wing truss 8, with web member end festival 402 weld on the upper chord middle festival 301 with assemble and form upper truss 7, with web member end festival 402 weld on the lower chord flank festival 202 with assemble and form lower wing truss 9, with web member end festival 402 weld on the lower chord middle festival 201 with assemble and form lower truss 10, then transport upper wing truss 8, portion truss 7, lower wing truss 9 and lower truss 10 to the job site carries out the modularization and assembles fast, thereby saved the scene and assembled the cost greatly, accelerated the efficiency of construction.
Further, in a preferred embodiment, the upper chord member 3 and the lower chord member 2 are double-spliced narrow-flange H-shaped steel, the web member 4 is wide-flange H-shaped steel, and the upper chord support rod 5 and the lower chord support rod 6 are formed by welding double-spliced groove steel through a filler plate; specifically, the upper chord member 3 is formed by connecting two HN600×200 narrow flange H-shaped steels through welding seams of upper and lower flange plates, and the height of the welding seams is not less than 12mm; the lower chord member 2 is formed by connecting two HN800 multiplied by 300 type narrow flange H-shaped steels through welding seams of upper and lower flange plates, and the height of the welding seams is not less than 12mm; the web member 4 is 400mm multiplied by 400mm wide flange H-shaped steel; and the double-spliced channel steel of the upper chord support rod 5 and the lower chord support rod 6 is welded by using a filling plate with the thickness of 12mm, and the spacing between the filling plates is 90cm.
Further, in a preferred embodiment, the spacing between adjacent distribution beams 24 is 40-60 cm, and the distribution beams 24 are I-steel.
In order to ensure the safety of the constructors when installing the cover beam bottom mould, further, in a preferred embodiment, the distributing beams 24 are provided with rails 23 on both sides.
Further, in a preferred embodiment, the capping beam bottom die is laid on the distributing beam 24, the capping beam bottom die is a custom steel die, the capping beam bottom die elevation is adjusted during bottom die processing, and only the bracket elevation needs to be controlled to be kept at a horizontal plane during installation.
Further, in a preferred embodiment, the web member 4 is welded to the lower chord member 2 and the upper chord member 3, and the lower chord support rod 6 is bolted to the lower chord member 3, and the upper chord support rod 5 is bolted to the upper chord member 2.
Further, in a preferred embodiment, referring to fig. 1, the tension balance bar 17 is phi 32 finish rolled deformed steel, which is 4 in number and 2 on each side of the pier stud.
Further, in a preferred embodiment, referring to fig. 1, 4 and 6, a plurality of the steel pipe columns 11 are arranged in two rows on both sides of the pier column 19 along the longitudinal bridge direction, each row of steel pipe columns 11 is divided into three rows along the transverse bridge direction, the head-to-tail row is composed of two steel pipe columns 11 arranged side by side along the longitudinal bridge direction, and the middle row is a single steel pipe column 11.
Further, in a preferred embodiment, referring to fig. 1 and 4-7, the column assembly further comprises a longitudinal connector 12, a transverse connector 13, and a wall connector 22; the steel pipe columns 11 of the two rows of middle columns and the two steel pipe columns 11 of the head-tail columns which are arranged side by side are connected through the longitudinal connecting piece 12 along the longitudinal bridge direction, the adjacent columns arranged in the same row are connected through the transverse connecting piece 13 along the transverse bridge direction, and the steel pipe columns 11 of the head-tail columns adjacent to the pier column 19 are connected with embedded parts in the pier column 19 through the wall connecting piece 22, so that the column assembly forms an integral stress system.
Further, in a preferred embodiment, the longitudinal connectors 12 and the transverse connectors 13 are formed by parallel connection of double-spliced channel steel and steel plates, and the wall connecting members 22 are channel steel.
Further, in a preferred embodiment, referring to fig. 1, 3 and 7, the column head 15 of the steel pipe column 11 is a steel plate welded on top of the steel pipe column 11, and the column head 15 of the steel pipe column 11 is connected with the steel plate under the sand box by bolts; the column foot 16 of the steel pipe column 11 is welded with a steel plate pre-buried in the bearing platform 18, and is connected with the steel plate in a reinforcing way by a rib plate.
Referring to fig. 1 to 7, the construction method of the present utility model includes the following steps:
S1, welding an upper wing truss 8, an upper wing truss 7, a lower wing truss 9 and a lower wing truss 10 in a factory, manufacturing other components, and transporting to a site after acceptance inspection; when pouring the bearing platform 18 and the pier stud 19, respectively embedding steel plates for connecting the column foot 16 and the wall connecting piece 22;
S2, connecting the column feet of the steel pipe columns 11 with the steel plates embedded in the bearing platform 18, welding the longitudinal connecting pieces 12 or the transverse connecting pieces 13 between the steel pipe columns 11, and simultaneously adopting the wall connecting pieces 22 to weld with the steel plates embedded in the pier columns 19, so that the column assemblies 21 form an integral stress system;
S3, placing a sand box 14 on the column head of the steel pipe column 11, and adjusting the height of the sand box 14 according to the heights of the bent cap 20 and the bottom die;
S4, lifting and placing the lower truss 10 on the sand box 14, welding the lower chord member middle section 201 of the lower truss 10 with a steel plate on the sand box 14 after placing in place, lifting the upper truss 7, and mounting the upper truss 7 on the lower truss 10 through the web member middle section 401;
S5, installing a lower chord support rod 6 between the lower chord middle sections 201 of the lower truss 10, installing an upper chord support rod 5 between the upper chord middle sections 301 of the upper truss 7, installing a tension balance rod 17 between the lower chord middle sections 201 and the bearing platform 18 for anchoring, and controlling the initial tension load of the tension balance rod 17 to a proper value so as to ensure the stability of the bracket system during installation and balance pouring;
S6, lifting the lower wing truss 9 to two ends of the lower truss 10, connecting the lower chord wing sections 202 of the lower wing truss 9 with the lower chord middle sections 201 of the lower truss 10, and connecting the upper truss 7 with the lower wing truss 9 through web member middle sections 401; then, the upper wing truss 8 is lifted above the lower wing truss 9, the upper chord wing sections 302 of the upper wing truss 8 are connected with the upper chord middle sections 301 of the upper truss 7, and the upper wing truss 8 and the lower wing truss 9 are connected through web member middle sections 401;
S7, installing a lower chord support bar 6 between the lower chord flank sections 202 of the lower wing truss 9, and installing an upper chord support bar 5 between the upper chord flank sections 302 of the upper wing truss 8;
S8, paving distribution beams 24 on the lower chord 2, namely the lower chord flank section 202 and the lower chord middle section 201, and fixing by adopting a special fixture to prevent overturning; then, a capping beam bottom die can be paved on the distribution beam 24, the capping beam bottom die elevation can be adjusted during bottom die processing, and the bracket elevation only needs to be controlled to be kept at a horizontal plane during installation; in the subsequent construction, in order to reduce eccentric load as much as possible, the concrete is poured in a symmetrical and balanced way as much as possible, and the height difference of the unbalanced concrete pouring is not more than 0.5m.
The foregoing describes specific embodiments of the present utility model. It is to be understood that the utility model is not limited to the particular embodiments described above, and that various changes and modifications may be made by one skilled in the art within the scope of the claims without affecting the spirit of the utility model.
Claims (7)
1. A drag-type assembly stand system for a large cantilever bent cap, comprising a sand box, characterized in that it further comprises: the column assembly comprises a plurality of steel pipe columns arranged around the pier column, column feet of the steel pipe columns are connected with steel plates embedded in the bearing platform, and column heads of the steel pipe columns are connected with the steel plates under the sand box;
the main stress truss comprises lower chords which are symmetrically arranged at two sides of the bottom of the cover beam and fixedly connected with the upper steel plates of the sand box, upper chords which are arranged at two sides of the top of the cover beam, web members which are connected between the lower chords and the upper chords at the same side, upper chord support rods which are connected between the upper chords, lower chord support rods which are connected between the lower chords, and a plurality of distribution beams which are paved on the upper surface of the lower chords along the length direction of the lower chords; and
And the tensioning balance rods are symmetrically arranged on two sides of the pier column, the upper ends of the tensioning balance rods are connected with the lower chords, and the lower ends of the tensioning balance rods are connected with the bearing platform.
2. The undermount assembly bracket system for a large cantilever capping beam of claim 1, wherein the upper chord includes an upper chord middle section, end plates, upper chord side wing sections symmetrically connected to both ends of the upper chord middle section by the end plates; the lower chord comprises a lower chord middle section and end plates, and lower chord flank sections symmetrically connected to two ends of the lower chord middle section through the end plates; the web member comprises a web member middle section and a web member end section connected between the web member middle section and the upper chord member or the lower chord member; the upper chord wing sections and the web member end sections connected with the upper chord wing sections form an upper wing truss, the upper chord middle sections and the web member end sections connected with the upper chord wing sections form an upper truss, the lower chord wing sections and the web member end sections connected with the lower chord wing sections form a lower wing truss, and the lower chord middle sections and the web member end sections connected with the lower chord wing sections form a lower truss.
3. The undermount assembly bracket system for a large cantilever bent cap of claim 1, wherein the web member is welded to the lower chord member and the upper chord member, and wherein the lower chord support bar is bolted to the lower chord member and the upper chord support bar is bolted to the upper chord member.
4. The undermount assembly bracket system for a large cantilever capping beam according to claim 1, wherein a plurality of the steel pipe columns are arranged in two rows on both sides of the pier column along the longitudinal bridge direction, each row of the steel pipe columns is divided into three rows along the transverse bridge direction, the head-to-tail row is composed of two steel pipe columns arranged side by side along the longitudinal bridge direction, and the middle row is a single steel pipe column.
5. The undermount mounting bracket system for a large cantilever capping beam of claim 4, wherein said post assembly further comprises longitudinal connectors, transverse connectors, wall connectors; the steel pipe columns in the middle of two rows and between two steel pipe columns arranged side by side in the head-to-tail row are connected through longitudinal connecting pieces along the longitudinal bridge direction, adjacent columns arranged in the same row are connected through transverse connecting pieces along the transverse bridge direction, and the steel pipe columns adjacent to the pier columns in the head-to-tail row are connected with embedded parts in the pier columns through wall connecting pieces, so that the column assembly forms an integral stress system.
6. The undermount mounting bracket system for a large cantilever capping beam of claim 5, wherein the longitudinal and transverse connectors are formed by a double-split channel steel and a steel plate in parallel, and the wall connecting member is a channel steel.
7. The system of the undermount assembly bracket for the large cantilever bent cap of claim 1, wherein the column head of the steel pipe column is a steel plate welded at the top of the steel pipe column, and the column head of the steel pipe column is connected with a lower steel plate of the sand box by bolts; and the column feet of the steel pipe column are welded with the steel plates pre-buried in the bearing platform and are connected with each other in a reinforcing way by rib plates.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202420457617.5U CN222065198U (en) | 2024-03-09 | 2024-03-09 | A bottom-supported assembly support system for large cantilever cap beams |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202420457617.5U CN222065198U (en) | 2024-03-09 | 2024-03-09 | A bottom-supported assembly support system for large cantilever cap beams |
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| Publication Number | Publication Date |
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| CN222065198U true CN222065198U (en) | 2024-11-26 |
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|---|---|---|---|
| CN202420457617.5U Active CN222065198U (en) | 2024-03-09 | 2024-03-09 | A bottom-supported assembly support system for large cantilever cap beams |
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| CN (1) | CN222065198U (en) |
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