CN209799320U - Integral steel platform for multi-cylinder steel plate shear wall - Google Patents
Integral steel platform for multi-cylinder steel plate shear wall Download PDFInfo
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- CN209799320U CN209799320U CN201821655586.5U CN201821655586U CN209799320U CN 209799320 U CN209799320 U CN 209799320U CN 201821655586 U CN201821655586 U CN 201821655586U CN 209799320 U CN209799320 U CN 209799320U
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Abstract
the utility model discloses a whole steel platform for a multi-cylinder steel sheet shear force wall belongs to building engineering technical field, has solved present steel column bobbin cradle and has supported steel platform die carrier in turn and equip and be equipped with the steel column system that climbs at steel platform system top, has increased the problem of the degree of difficulty of the big mass steel structure hoist and mount buried underground in the core section of thick bamboo shear force wall. This a steel column barrel holder supports steel platform in turn for many section of thick bamboo steel shear force walls, through arranging the even roof beam between the steel platform unit in the bight of steel platform unit to under the circumstances that satisfies the atress requirement, increase even roof beam interval as far as possible, thereby realize not tearing open or tearing open under the circumstances of linking the roof beam less, the smooth taking one's place of gross steel structure, installation. The method adopts the deepening technology of optimizing the steel structure, reduces the number of horizontal welding seams of the steel structure as much as possible, and processes the large-section steel structures such as structural steel columns and the like according to a 'two-layer one-hanging' mode and the small-section steel structures such as shear steel plates and the like according to a 'one-layer one-hanging' mode.
Description
Technical Field
The utility model belongs to the technical field of building engineering, concretely relates to whole steel platform for many steel sheet shear force walls.
Background
With the development of economy and society and the continuous progress of building technology, the development of super high-rise buildings becomes a necessary trend, and the integral climbing hydraulic steel platform is an integral formwork system for super high-altitude construction, and becomes the best construction equipment at present due to the characteristics of safe construction and high efficiency. However, with the increase of the height and the increasingly complex size of the structure, in order to ensure that the structure meets the earthquake-resistant performance, a large number of stiff columns, ultra-thick steel plates and connecting beam steel ribs need to be embedded in the core tube of the super high-rise building, and extremely high requirements are provided for construction. Generally, a shear steel plate is additionally provided in the core tube frame structure before the core tube concrete is poured. However, when the shear steel plate is hoisted, the shear steel plate needs to be hoisted downwards from the top of the steel structure of the core barrel frame through a tower crane, and the traditional integral formwork construction shear steel plate layer is low in construction efficiency and poor in safety.
Meanwhile, the existing super high-rise building is also extremely diverse in functional form, so that the arrangement of core cylinders of the super high-rise building is increasingly complex, the arrangement of an integral steel platform formwork system is difficult, particularly, the construction with large lattice quantity and small area of the core cylinders is difficult, the traditional jacking type steel platform system cannot meet the engineering requirements, and the steel column cylinder frame alternate support type hydraulic climbing integral steel platform formwork device has great advantages in climbing, deformation and other aspects in the construction process.
The steel column barrel frame alternate support type hydraulic climbing integral steel platform formwork equipment (hereinafter referred to as a steel column barrel frame alternate support type steel platform or a steel platform) is widely used in high-rise and super high-rise building core barrel construction as novel construction equipment. The equipment mainly comprises: the steel platform system, the scaffold system, the barrel frame supporting system, the steel column climbing system and the template system. The equipment realizes the efficient construction of the core cylinder wall body through the alternate supporting action of the cylinder frame support and the climbing steel column steel beam climbing system, and can meet the anti-seismic performance of the structure.
Therefore, the method for hoisting the steel structure is simple, connecting beams do not need to be removed, the steel platform formwork supported by the steel column barrel frame in an alternating mode can be safely and efficiently provided, the method for constructing the shear steel plate layer of the steel platform formwork can avoid the split and combination operation of the steel platform formwork in the high air, the split construction process method of the shear steel plate layer is changed, the construction requirement is met, and the technical problem to be solved by technical personnel in the field is needed urgently.
SUMMERY OF THE UTILITY MODEL
the problem of the degree of difficulty of the big volume steel structure hoist and mount that buries underground in the core section of thick bamboo shear wall has been increased to the steel column section of thick bamboo frame equipment of supporting steel platform die carrier in turn at steel platform system top that is equipped with the steel column system that climbs at present. The utility model provides a steel column bobbin cradle support steel platform in turn for many steel sheet shear force walls arranges the bight in the steel platform unit through linking the roof beam between the steel platform unit to under the condition that satisfies the atress requirement, increase even roof beam interval as far as possible, thereby realize not tearing open or tearing open under the condition of linking the roof beam less, the smooth taking one's place of gross steel structure, installation.
in order to solve the technical problem, the utility model provides a following technical scheme:
an integral steel platform for a multi-cylinder steel plate shear wall comprises a steel platform system, a template system, a scaffold system, a supporting system and a steel column climbing system, wherein a core cylinder is a grid structure formed by a plurality of core cylinder frames, the core cylinder shear wall is provided with reserved holes at intervals along the height direction, the steel platform system extends along the cross section of the core cylinder shear wall, the steel platform system is used for connecting a plurality of steel platform units into a whole through connecting beams, each steel platform unit is correspondingly arranged above the matched core cylinder frame, the template system is connected through split bolts and then fixed on two sides of the core cylinder shear wall, the scaffold system is fixedly connected to the lower part of the steel platform system, the supporting system is fixedly arranged below the steel platform system, structural steel columns, shear steel plates and connecting beam steel ribs are embedded in the core cylinder shear wall, and the connecting beams are distributed at the corners of the steel platform units, so that the structural steel column is conveniently hoisted by taking the height of two layers as a unit.
Compared with the prior art, the utility model discloses a profitable technological effect as follows:
(1) the utility model discloses a whole steel platform for many section of thick bamboo steel sheet shear force wall, through the even roof beam arrangement scheme of optimizing existing steel platform, will link the roof beam and distribute in the bight of steel platform unit to under the condition of guaranteeing steel platform bearing capacity, even roof beam interval of maximize increases, in order to guarantee not tearing open or tearing open as far as possible under the condition of linking the roof beam, realize taking one's place smoothly, the installation of gross steel structural component.
(2) The utility model discloses a whole steel platform for many section of thick bamboo steel sheet shear force wall adopts the deepening technique of optimizing the steel construction, reduces the quantity of the horizontal weld of steel construction as far as, to big cross-section steel construction such as structural steel post according to "two-layer one hang", the mode that small-cross-section steel construction such as shear force steel sheet hung according to "one deck one for processing to construction speed has been accelerated.
(3) the utility model discloses a construction method that steel column barrel casing frame in turn supports steel platform die carrier equipment in multi-cylinder steel sheet shear force wall, it is convenient to be under construction, and degree of mechanization is high, has better spreading value.
Furthermore, under the climbing state of the steel platform, the climbing steel column is supported at the top end of the core barrel shear wall and serves as a support and a track of the steel platform, and normal climbing of the steel platform is achieved. 2-4 connecting beams are distributed at the corner of each steel platform unit and vertically erected above the upright posts of the steel platform system. Considering the structural form of the steel platform system, 2 connecting beams can be arranged at the corner of the steel platform in the end part or the area with low stress requirement, and 3 or 4 connecting beams can be arranged at the corner of the steel platform in the middle part of the steel platform system or the area with high stress requirement. Each connecting beam is fixedly connected with the top beam of the corresponding steel platform system in the north-south direction or the east-west direction. The connecting beams are arranged at the corners of the steel platform units, so that large-section hidden columns such as structural steel columns and the like pre-buried in the core tube shear wall can be hoisted by hoisting the hidden columns by two layers, the number of horizontal welding lines of a steel structure is reduced, the welding workload is reduced, and the construction speed is increased.
further, the climbing steel column is arranged in three forms, namely a maximum wall thickness area, a thicker wall area and a thinner wall area, according to the thickness of the core barrel shear wall body:
In a first area without a shear steel plate or with a shear steel plate and with the largest thickness of a wall body of a core tube shear wall, the climbing steel column is directly and tightly supported at the top end of the core tube shear wall;
in the second type, a shear steel plate is arranged in a thicker area of the core tube shear wall, a profile steel supporting leg is added on one side of the shear steel plate, the profile steel supporting leg and the shear steel plate are connected into a whole through a top support, and the climbing steel column is tightly supported at the top end of the core tube shear wall;
And in the third type, the shear steel plate is arranged in a thinner wall area, profile steel supporting legs are additionally arranged on two sides of the shear steel plate, the profile steel supporting legs are connected into a whole through a top support, and the climbing steel column is tightly supported on the top support above the shear steel plate so as to avoid the shear steel plate.
Further, in order to provide stable support for the climbing of the steel platform, the profile steel supporting legs are connected with the bottom of the top support in a welding mode, and the climbing steel column is fixed to the upper portion of the top support through bolts.
Further, even the roof beam with the integrative installation of the back timber of steel platform system forms or treat after the back timber installation is accomplished again with the back timber forms fixed connection, even the roof beam does roof beam between the steel platform unit, the back timber is every the roof beam of steel platform unit. That is to say, when the installation steel platform system, the part links roof beam and back timber structure as an organic whole, and the installation is simultaneously, and the construction is behind the part links the roof beam, installs the back timber earlier and will link roof beam fixed connection on the back timber again to guarantee that the whole bearing capacity of steel platform accords with the design requirement.
further, the connecting beam arrangement principle is as follows: under the condition of ensuring the bearing capacity of the steel platform system, the distance between the connecting beams is increased as much as possible according to the structural plane layout among the core barrel racks; structural steel columns should be avoided; the number of steel structure vertical sections is reduced as much as possible. Through optimizing the position of the steel platform connecting beam, two layers of lifting can be realized, the number of horizontal welding lines of the structural steel column is reduced, and the welding workload is reduced. Of course, the arrangement of the connecting beams should be combined with the segmentation and positioning sequence of the steel structure, the length of the vertical segments of the steel structure is reduced as much as possible, the number of vertical welding seams is reduced, and the construction speed is accelerated. Through optimizing the arrangement form of the steel platform connecting beams for core tube steel plate shear wall construction, smooth positioning and installation of large-size steel structures under the condition of not detaching or detaching the connecting beams as few as possible are guaranteed to the maximum extent, the number of horizontal and vertical welding seams of the steel structures is greatly reduced, the waste of labor and materials is reduced, the construction speed of the core tube steel structures is accelerated, the construction efficiency is improved, and the cost is saved.
Drawings
Fig. 1 is a plan view of an integral steel platform for a multi-tube steel plate shear wall according to an embodiment of the present invention;
FIGS. 2 to 8 are flow charts of steps two to eight of the construction method in a cross-sectional view A-A of FIG. 1;
FIG. 9 is a schematic view of installation of climbing steel columns in an area with the largest wall thickness of a core tube shear wall;
FIG. 10 is a schematic view of installation of climbing steel columns in an area with a large wall thickness of a core tube shear wall;
Fig. 11 is a schematic view of installation of climbing steel columns in a region with a relatively thin wall thickness of a core tube shear wall.
In the figure:
11-connecting beam, 12-upright post; 20-a template system, 30-a core barrel shear wall, 31-a structural steel column, 32-a shear steel plate and 33-a connecting beam steel rib; 41-climbing steel column, 42-section steel supporting leg and 43-top support; 51-structural steel column reinforcement.
Detailed Description
The following provides a detailed description of the integrated steel platform for a multi-tube steel plate shear wall according to the present invention with reference to the accompanying drawings and specific embodiments. The advantages and features of the present invention will become more fully apparent from the following description and appended claims. It should be noted that the drawings are in simplified form and are not to precise scale, and are provided for convenience and clarity in order to facilitate the description of the embodiments of the present invention. For convenience of description, the directions of "up" and "down" in the following description are the same as the directions of "up" and "down" in the drawings, but this should not be construed as limiting the technical solution of the present invention.
Example one
In this embodiment, a certain project is taken as an example, and the composition of the integral steel platform for a multi-tube steel plate shear wall of the present invention is described in detail with reference to fig. 1 to 11. The core cylinder has 18 grids, the area of each grid is small, so that a cylinder frame supporting type steel platform is difficult to arrange, and a steel column cylinder frame alternate supporting type hydraulic climbing integral steel platform is adopted. However, a large number of steel structures are embedded in the core tube shear wall of the project, and extremely high design requirements are put on the steel platform. In the project implementation process, the measures of optimizing steel structure segmentation, strictly controlling the hoisting sequence, increasing the spacing between steel platform connecting beams, designing a climbing steel column placing device, optimizing construction steps and the like are adopted, so that the structural construction speed is accelerated, the structural layer of the steel plate shear wall can reach 7 days per layer, and the speed is improved by about 40 percent compared with the traditional process.
The integral steel platform for the multi-cylinder steel plate shear wall comprises a steel platform system (not shown), a template system 20, a scaffold system (not shown), a supporting system (not shown) and a steel column climbing system (not shown), wherein a core cylinder is a grid structure formed by a plurality of core cylinder frames, a reserved hole (not shown) is formed in the core cylinder shear wall 30 at a certain interval in the height direction, the steel platform system extends along the cross section of the core cylinder shear wall 30, a plurality of steel platform units (not shown) are connected into a whole through connecting beams 11 by the steel platform system, each steel platform unit is correspondingly arranged above the matched core cylinder frame, the template system 20 is connected through split bolts and then fixed on two sides of the core cylinder shear wall 30, the scaffold system is fixedly connected to the lower part of the steel platform system, the supporting system is fixedly arranged below the steel platform system, structural steel columns 31, a steel column 31 is embedded in the core cylinder shear wall 30, The shear steel plates 32 and the connecting beam steel ribs 33, the connecting beams 11 are distributed at the corners of the steel platform units, so that the structural steel columns can be conveniently hoisted by taking the two-layer story height as a unit.
particularly, the scheme of deepening design, examining and processing and optimizing hoisting of a pre-buried steel structure in the core tube shear wall 30 is adopted, and the core tube structure construction and the die carrier equipment development are integrated for research and development, so that the flow construction can be greatly realized. The method comprises two climbing beats for streamlined construction: in the first climbing beat, after the steel platform is climbed to the proper position, the shear steel plates 32 and the connecting beam steel ribs 33 are constructed by one layer and one layer, and bound with the steel bars 51 of the structural steel columns in the two layers and one layer of hanging areas to form flowing construction; at the second climbing beat, the shear steel plates 32 and the connecting beam steel ribs 33 are hoisted in a one-layer one-hoisting construction mode, at the moment, the steel bars 51 of the structural steel columns in the two-layer one-hoisting area are bound to form flowing water, and the shear steel plates 32 and the connecting beam steel ribs 33 in the one-layer one-hoisting area and the structural steel columns 31 in the two-layer one-hoisting area are bound to form flowing water. With this, can reduce steel construction welding, steel reinforcement labour by a wide margin to promote construction speed by a wide margin.
In the embodiment, preferably, in the climbing state of the steel platform, the climbing steel column 41 is supported at the top end of the core barrel shear wall 30, and serves as a support and a rail for the steel platform, so as to realize normal climbing of the steel platform. 2-4 connecting beams 11 are distributed at the corner of each steel platform unit, and the connecting beams 11 are vertically erected at the top ends of the upright columns 12 of the steel platform system. Considering the structural form of the steel platform system, 2 connecting beams 11 can be arranged at the corners of the steel platform in the end or the area with low stress requirement, and 3 or 4 connecting beams 11 can be arranged at the corners of the steel platform in the middle of the steel platform system or the area with high stress requirement. Each connecting beam 11 is fixedly connected with a top beam (not shown) of a corresponding north-south or east-west steel platform system. The connecting beam 11 is arranged at the corner of the steel platform unit, so that large-section embedded columns such as the structural steel column 31 and the like pre-embedded in the core tube shear wall 30 can be hoisted by 'two layers and one crane'. Therefore, the number of horizontal welding seams of a steel structure is reduced, welding workload is reduced, and construction speed is increased. Of course, the number of the connecting beams 11 may be additionally increased according to the stress requirement or the design reason, or may be adjusted according to the actual situation, which is not limited herein.
in this embodiment, it is more preferable that the climbing steel column 41 is arranged in three forms, that is, according to the thickness of the core barrel shear wall body, a region with the largest wall thickness, a region with a thicker wall thickness, and a region with a thinner wall thickness:
in the first non-shear steel plate 32 or the area with the shear steel plate 32 and the largest wall thickness of the core tube shear wall, the climbing steel column 41 is directly and tightly supported at the top end of the core tube shear wall 30;
In the second area with the shear steel plate 32 and the thicker wall body of the core tube shear wall, a section steel leg 42 is added on one side of the shear steel plate 32, the section steel leg 42 and the shear steel plate 32 are connected into a whole through a top support 43, and a climbing steel column 41 is tightly supported on the top end of the core tube shear wall 30;
in the third method, the shear steel plates 32 are arranged in a thin wall area, profile steel support legs 42 are added on two sides of each shear steel plate 32, the profile steel support legs 42 are connected into a whole through a support 43, and a climbing steel column 41 is tightly supported on the support 43 above the shear steel plates 32 so as to avoid the positions of the shear steel plates 32.
in the embodiment, in order to provide stable support for the steel platform to climb, the steel section legs 42 are welded to the bottom of the top brace 43, and the climbing steel column 41 is fixed to the upper portion of the top brace 43 through bolts.
in this embodiment, it is more preferable that the connecting beam 11 is integrally installed with the top beam of the steel platform system or is fixedly connected with the top beam after the top beam is installed, the connecting beam 11 is a beam between the steel platform units, and the top beam is a beam of each steel platform unit. That is to say, when the installation steel platform system, partial even roof beam 11 and back timber structure as an organic whole, the installation simultaneously, and the construction is behind the partial even roof beam 11, installs the back timber earlier and will link roof beam fixed connection again on the back timber to guarantee that the whole bearing capacity of steel platform accords with the design requirement.
More preferably, in the present embodiment, the coupling beam 11 is arranged as follows: under the condition of ensuring the bearing capacity of the steel platform system, the distance between the connecting beams 11 is increased as much as possible according to the structural plane layout among the core barrel racks; large-section steel structures such as the structural steel column 31 should be avoided; the number of steel structure vertical sections is reduced as much as possible. Through optimizing the position of the steel platform connecting beam 11, "two-layer one hangs" can be realized, the number of the horizontal welding seams of the structural steel column 31 is reduced, and thus the welding workload is reduced. Certainly, the arrangement of the connecting beam 11 should be combined with the steel structure segmentation and the in-place sequence, so that the length of the steel structure vertical segmentation is reduced as much as possible, the number of vertical welding seams is reduced, and the construction speed is accelerated. By optimizing the arrangement form of the steel platform connecting beam 11 for core tube steel plate shear wall construction, smooth positioning and installation of large-size steel structures under the condition of not detaching or detaching the connecting beam as little as possible are guaranteed to the maximum extent, the number of horizontal and vertical welding seams of the steel structures is greatly reduced, the waste of labor and materials is reduced, the construction speed of the core tube steel structures is accelerated, the construction efficiency is improved, and the cost is saved. Example two
The utility model also provides a construction method for the whole steel platform of many section of thick bamboo steel sheet shear force wall, this construction method includes following step:
The method comprises the following steps: installing a steel column barrel frame to alternately support steel platform formwork equipment, and when a steel platform system is arranged, arranging the connecting beams 11 at the corners of the steel platform unit in a distributed manner, and increasing the distance between the connecting beams 11 as much as possible, so that preparation is provided for subsequently hoisting the structural steel column 31 in a 'two-layer one-hoisting' manner;
step two: after the steel column barrel frame alternately supports the steel platform formwork equipment, the steel column barrel frame is positioned at the top of the (n-1) th frame core barrel shear wall after the concrete structure construction is finished, the structural steel column 31 is completely hoisted, and the template system 20 is fixed on the wall body of the core barrel shear wall 30 through a template fixing part (not shown);
step three: the steel column barrel frame alternately supports the steel platform die carrier equipment to climb to one layer height;
step four: binding reinforcing steel bars 51 of structural steel columns in the n-th frame core tube shear wall, and hoisting the shear steel plates 32 and the connecting beam steel ribs 33 in the n-th frame core tube shear wall;
Step five: respectively binding steel bars of a shear steel plate 32 and a connecting beam steel rib 33 in the n-th frame core tube shear wall, positioning a template, fastening a template fixing piece, and performing concrete pouring and concrete curing by using a concrete distributor arranged at the top of the steel platform system;
Step six: the steel column barrel frame alternately supports the steel platform die carrier equipment to climb to one layer height;
Step seven: binding the steel bars 51 of the structural steel column in the (n +1) th frame core tube shear wall, and hoisting the shear steel plates 32 and the connecting beam steel ribs 33 in the (n +1) th frame core tube shear wall;
Step eight: respectively binding steel bars of a shear steel plate 32 and a connecting beam steel rib 33 in the (n +1) th frame core tube shear wall, positioning a template, fastening a template fixing part, and performing concrete pouring and concrete curing by using a concrete distributor arranged at the top of the steel platform system;
Step nine: and repeating the third step to the eighth step until the construction of all the core tube shear walls is completed, wherein n is a natural number more than 5.
Combining 11 positions of even roof beam, carrying out sectional division to the steel construction, reducing the horizontal weld of steel construction as far as possible, steel construction sectional division principle as follows: firstly, the hoisting of the structural steel column 31 is not influenced by the connecting beam 11, and the structural steel column 31 is not touched when the steel platform climbs; secondly, after the steel platform finishes climbing, hoisting the shear steel plate 32 without dismantling the connecting beam 11; thirdly, after the structural steel column 31 and the shear steel plate 32 are hoisted, the connecting beam steel rib 33 is hoisted. By optimizing the sectional hoisting mode of the core tube steel structure, the number of welding seams of the steel structure and the hoisting frequency can be reduced to the greatest extent, the normal climbing of the steel platform system is not influenced, the safety of the steel platform system is ensured, the construction speed of the steel structure is greatly accelerated, and the construction period is effectively saved.
to sum up, the utility model provides a whole steel platform for a many section of thick bamboo steel sheet shear force wall, through the even roof beam arrangement scheme of optimizing existing steel platform, will even the roof beam distribute in the bight of steel platform unit to under the condition of guaranteeing steel platform bearing capacity, the even roof beam interval of maximize is in order to guarantee not tearing open or tearing open as far as possible under the condition of even roof beam, realizes taking one's place smoothly, installing of gross steel structural component. And moreover, the deepening technology of the optimized steel structure is adopted, the number of horizontal welding seams of the steel structure is reduced as much as possible, large-section steel structures such as structural steel columns and the like are processed in a 'two-layer one-hanging' mode, and small-section steel structures such as shear steel plates and the like are processed in a 'one-layer one-hanging' mode, so that the construction speed is accelerated. Furthermore, the utility model discloses a construction method that steel column bobbin cradle in turn supports steel platform die carrier equipment in multi-cylinder steel sheet shear force wall, it is convenient to be under construction, and degree of mechanization is high, has better spreading value.
The above description is only for the preferred embodiment of the present invention and is not intended to limit the scope of the present invention, and any modification and modification made by those skilled in the art according to the above disclosure are all within the scope of the claims.
Claims (5)
1. An integral steel platform for a multi-cylinder steel plate shear wall comprises a steel platform system, a template system, a scaffold system, a supporting system and a steel column climbing system, wherein a core cylinder is a grid structure formed by a plurality of core cylinder frames, the core cylinder shear wall is provided with reserved holes at intervals along the height direction, the steel platform system extends along the cross section of the core cylinder shear wall, the steel platform system is used for connecting a plurality of steel platform units into a whole through connecting beams, each steel platform unit is correspondingly arranged above the matched core cylinder frame, the template system is connected through split bolts and then fixed on two sides of the core cylinder shear wall, the scaffold system is fixedly connected to the lower part of the steel platform system, the supporting system is fixedly arranged below the steel platform system, and the integral steel platform is characterized in that structural steel columns, shear steel plates and connecting beam steel ribs are embedded in the core cylinder shear wall, the connecting beams are distributed at the corners of the steel platform units, so that the structural steel column can be conveniently hoisted by taking the two-layer height as a unit.
2. The integrated steel platform for a multi-tube steel plate shear wall of claim 1, wherein 2-4 connecting beams are distributed at the corner of each steel platform unit, and the connecting beams are vertically erected above the upright columns of the steel platform system.
3. The integrated steel platform for the multi-tube steel plate shear wall according to claim 1, wherein the climbing steel columns of the steel column climbing system are arranged in three forms, namely, a wall thickness maximum area, a wall thickness thicker area and a wall thickness thinner area according to the thickness of the core tube shear wall:
in a first area without a shear steel plate or with a shear steel plate and with the largest thickness of a wall body of a core tube shear wall, the climbing steel column is directly and tightly supported at the top end of the core tube shear wall;
In the second type, a shear steel plate is arranged in a thicker area of the core tube shear wall, a profile steel supporting leg is added on one side of the shear steel plate, the profile steel supporting leg and the shear steel plate are connected into a whole through a top support, and the climbing steel column is tightly supported at the top end of the core tube shear wall;
and in the third type, the shear steel plate is arranged in a thinner wall area, profile steel supporting legs are additionally arranged on two sides of the shear steel plate, the profile steel supporting legs are connected into a whole through a top support, and the climbing steel column is tightly supported on the top support above the shear steel plate so as to avoid the shear steel plate.
4. the integrated steel platform for a multi-tube steel plate shear wall of claim 3, wherein the section steel legs are welded to the bottom of the top brace, and the climbing steel column is fixed to the upper portion of the top brace through bolts.
5. The integrated steel platform for a multi-tube steel plate shear wall of claim 1, wherein the connecting beam is integrally installed with a top beam of the steel platform system or is fixedly connected with the top beam after the top beam is installed, the connecting beam is a beam between the steel platform units, and the top beam is a beam of each steel platform unit.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821655586.5U CN209799320U (en) | 2018-10-11 | 2018-10-11 | Integral steel platform for multi-cylinder steel plate shear wall |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201821655586.5U CN209799320U (en) | 2018-10-11 | 2018-10-11 | Integral steel platform for multi-cylinder steel plate shear wall |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109162437A (en) * | 2018-10-11 | 2019-01-08 | 上海建工建集团有限公司 | Integral steel platform and its construction method for more steel plate shear force walls |
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2018
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109162437A (en) * | 2018-10-11 | 2019-01-08 | 上海建工建集团有限公司 | Integral steel platform and its construction method for more steel plate shear force walls |
| CN109162437B (en) * | 2018-10-11 | 2023-07-14 | 上海建工一建集团有限公司 | Integral steel platform for multi-cylinder steel plate shear wall and construction method thereof |
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