CN107740509B - Splicing node of steel plate combined shear wall - Google Patents
Splicing node of steel plate combined shear wall Download PDFInfo
- Publication number
- CN107740509B CN107740509B CN201711115146.0A CN201711115146A CN107740509B CN 107740509 B CN107740509 B CN 107740509B CN 201711115146 A CN201711115146 A CN 201711115146A CN 107740509 B CN107740509 B CN 107740509B
- Authority
- CN
- China
- Prior art keywords
- shear wall
- steel plate
- plate
- steel
- combined shear
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 256
- 239000010959 steel Substances 0.000 title claims abstract description 256
- 239000002131 composite material Substances 0.000 claims abstract description 84
- 230000000149 penetrating effect Effects 0.000 claims description 8
- 239000011150 reinforced concrete Substances 0.000 claims description 8
- 238000003466 welding Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 24
- 238000012546 transfer Methods 0.000 abstract description 8
- 230000007797 corrosion Effects 0.000 abstract description 4
- 238000005260 corrosion Methods 0.000 abstract description 4
- 230000009286 beneficial effect Effects 0.000 abstract description 3
- 230000005540 biological transmission Effects 0.000 abstract description 2
- 239000004567 concrete Substances 0.000 description 13
- 238000000034 method Methods 0.000 description 10
- 238000009434 installation Methods 0.000 description 8
- 239000000463 material Substances 0.000 description 6
- 230000008569 process Effects 0.000 description 4
- 238000010008 shearing Methods 0.000 description 4
- 230000002035 prolonged effect Effects 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 238000005034 decoration Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 239000004566 building material Substances 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 230000009916 joint effect Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/61—Connections for building structures in general of slab-shaped building elements with each other
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Load-Bearing And Curtain Walls (AREA)
Abstract
The invention relates to a splicing node of a steel plate composite shear wall, which is arranged at a floor elevation, wherein a top plate is arranged at the top of a lower steel plate composite shear wall, and stiffening plates are arranged at the positions of two sides of an upper steel plate composite shear wall corresponding to inner rib plates and the positions of two sides of the lower steel plate composite shear wall corresponding to the inner rib plates; the upper steel plate combined shear wall, the lower steel plate combined shear wall and the stiffening plate are welded with the top plate; a through hole is formed in the middle of the top plate, and the position of the through hole corresponds to the cavity of the steel plate combined shear wall; the top plate extends out of the lower steel plate combined shear wall and is used as a supporting plate of the floor slab. The beneficial effects are as follows: the splicing joint has the characteristics of simple structure, reasonable force transmission, convenience in construction and the like. The joint point is arranged in the floor slab, the corrosion resistance of the joint point is greatly improved, the appearance is greatly improved, the stiff plate at the joint point can transfer the load of the common rib plate in the steel plate combined shear wall, and the bearing capacity can be greatly improved.
Description
Technical Field
The invention relates to the field of building structures, in particular to a splicing node of a steel plate combined shear wall.
Background
At present, the steel structure is increasingly used in the technical field of building structures, various novel steel structure forms are continuously emerging, the steel structure forms are applied in the field of engineering, the number of the steel structures is continuously increased, and the steel structure has a wide prospect. The main advantages are: compared with a concrete building structure, the method has better applicability and feasibility. If the volume of the component is reduced, the use space is increased; the dead weight of the structure is reduced, and the templates and supports required by construction are reduced or completely eliminated; the embedded parts are reduced, and the anti-seismic performance is improved; the construction is convenient, and the construction period is shortened.
The steel plate combined shear wall is a shear wall structure made of steel plates in a bending and shaping mode, a cavity formed by bending the steel plates and rib plates for separating the cavity are arranged in the steel plate combined shear wall, other building materials can be selectively filled in the cavity according to requirements, and the steel plate combined shear wall has the advantages of being high in bearing capacity, light in dead weight, high in construction speed, good in shearing resistance and the like, and is particularly suitable for high-rise and super-high-rise buildings in high-intensity areas and earthquake-resistant reinforcement projects. The excellent performance in the aspect of earthquake resistance makes the anti-seismic composite material widely applied to the field of super high-rise buildings. However, research on the steel plate combined shear wall at home and abroad is not mature, no relevant calculation regulation exists in the specification on the connection mode of the steel plate and the concrete, and the connection structure of the steel plate and the concrete directly affects the joint action of the steel plate and the concrete, the stability and the safety of the structure, and the steel consumption and the economy of the structure. Compared with the traditional steel structure, the steel can be saved more, the stability and the torsion resistance of the component are improved, the rigidity is increased, the rust prevention and fire resistance limit performance are enhanced, and the economy and the attractiveness are realized. Compared with the traditional concrete shear wall, the concrete shear wall has the technical advantages of light dead weight, fast construction, easiness in maintenance and the like.
However, steel plate composite shear walls are used as a new structural form, and related nodes are also in continuous updating and improvement in engineering application, wherein some of the defects of the existing nodes are exposed.
In the prior art, a plurality of forms of steel plate composite shear walls are mainly steel tube concrete beam composite shear walls and multi-cavity steel plate composite shear walls in other forms. In the on-site vertical splicing nodes of the steel plate composite shear walls, as the steel plate composite shear walls are internally provided with the normal stiffening plates, the interior of the steel plate composite shear walls cannot be welded, so that the problem that the stiffening plates at the nodes are discontinuous and weak areas appear is solved, and the problem needs to be solved by adopting node reinforcing measures, and the means mainly adopted at present are to insert reinforcing steel bars into the interior of the steel plate composite shear walls at the nodes. As shown in fig. 1, the joint is reinforced by providing a top plate 4 between a lower steel plate composite shear wall 1 and an upper steel plate composite shear wall 2, and by providing a tie bar 10 penetrating the upper and lower steel plate composite shear walls. This measure has several problems: 1. the steel bar amount is large, so that the method is uneconomical; 2. the top plate at the spliced position is provided with the square hole in the middle, so that the size of the top plate is smaller, and the inserted steel bars further occupy the open space, so that the steel plate combined shear wall is more difficult to pour the internal concrete, and the compactness of concrete pouring is affected; 3. the steel bar is inserted into the device, the steel bar needs to be fixed, and the fixing work of the part needs to consume a lot of working hours; 4. when the steel plate wall is hoisted, inserted steel bars are easily touched by the steel plates, so that the steel bars are bent to prevent the steel plate wall from being hoisted, the installation difficulty is increased, the installation time is prolonged, and the construction period is prolonged; 5. the dowel bar indirectly transfers force through concrete in the force transfer process, so that a great potential safety hazard exists. In addition, the current position of the on-site splicing point is generally positioned at 1.2m above the floor slab, and as the top plate protrudes out of the shear wall, leakage points are easy to occur when paint is painted, so that the steel plate wall is corroded; in addition, since the top plate protrudes, special treatment is required when the fire-proof construction is performed, for example, the protruding edge of the top plate is cut off, so that the construction difficulty is further increased, and the construction period is prolonged.
In addition, in the steel plate composite shear wall structure used at present, due to various errors such as manufacturing, construction and the like, the upper steel plate composite shear wall and the lower steel plate composite shear wall are difficult to align when being hoisted. Even if the jack is needed to correct the upper steel plate composite shear wall when the error is larger, if the jack is not adjusted, serious quality accidents can be caused once the inclination is adjusted, so that the jack is needed to adjust the jacking for multiple times until the upper steel plate composite shear wall and the lower steel plate composite shear wall are aligned accurately. If the jack is required to be adjusted in each lifting process in the construction process of the whole project, the lifting times of the crane are seriously affected, and the construction period of the whole project is further affected. It is well known that construction periods for the constructors of buildings are very heavy in terms of their operating costs. Therefore, how to minimize the construction period is a factor that must be considered by the constructor. As described above, the splice nodes in the prior art greatly affect the shortening of the construction period, and bring about significant operation costs to the constructor.
Aiming at the splicing node of the steel plate combined shear wall, the invention provides a novel on-site vertical splicing node which has the characteristics of simple structure, reasonable force transmission, convenient construction and the like compared with the existing splicing node. The joint point can also be arranged in the floor slab, and as the joint point is wrapped by concrete, the corrosion resistance is greatly improved, the appearance is greatly improved, in addition, the stiff plate at the joint point can transfer the load of the through long rib plate in the steel plate combined shear wall, and the bearing capacity can be improved by more than 15%.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a splicing node of a steel plate combined shear wall.
The invention provides a splicing node of a steel plate composite shear wall, which has the technical scheme that:
the utility model provides a concatenation node of steel sheet composite shear wall, includes upper portion steel sheet composite shear wall and lower part steel sheet composite shear wall, its characterized in that: the splicing nodes are arranged at the elevation of the floor slab, a top plate is arranged at the top of the lower steel plate combined shear wall, and stiffening plates are arranged on both sides of the upper steel plate combined shear wall and both sides of the lower steel plate combined shear wall; the upper steel plate combined shear wall, the lower steel plate combined shear wall and the stiffening plate are fixedly connected with the top plate; a through hole is formed in the middle of the top plate and is communicated with the cavity of the upper steel plate combined shear wall and the cavity of the lower steel plate combined shear wall; the top plate extends out of the lower steel plate combined shear wall or the upper steel plate combined shear wall to serve as a supporting plate of the floor plate; the upper steel plate combined shear wall is provided with a steel bar hole, and the upper steel plate combined shear wall is provided with a connecting steel bar penetrating through the steel bar hole.
The invention provides a splicing node of a steel plate composite shear wall, which also comprises the following auxiliary technical schemes:
the reinforced concrete slab is characterized in that the floor slab is a reinforced concrete floor slab, the bottom of the reinforced concrete floor slab is flush with the lower surface of the top plate, and steel bars in the reinforced concrete floor slab are connected through connecting steel bars arranged on the upper steel plate combined shear wall.
Wherein the floor slab is a steel bar truss floor slab;
the bottom template of the steel bar truss floor slab is flush with the upper surface of the top plate, and the upper chord steel bars and the lower chord steel bars of the bottom template are connected through the connecting steel bars arranged on the upper steel plate composite shear wall; or the bottom template of the steel bar truss floor slab is flush with the lower surface of the top plate, the upper chord steel bars are connected through the connecting steel bars arranged on the upper steel plate combined shear wall, and the lower chord steel bars are directly and fixedly connected with the top plate.
The stiffening plates are arranged at positions corresponding to the inner rib plates of the upper steel plate combined shear wall and/or the lower steel plate combined shear wall.
The length of the top plate extending out of the lower steel plate combined shear wall is not less than 30mm.
The stiffening plates at two sides of the lower steel plate combined shear wall are flat plates.
Wherein the flat plate is a through long steel plate, a plurality of steel plates or a zigzag steel plate; when the flat plate is a long steel plate, plug welding holes are formed in the flat plate; when the flat plate is a zigzag steel plate, the zigzag tips of the zigzag steel plate are positioned on the outer side of the steel plate composite shear wall at the inner rib plate.
The upper steel plate combined shear wall comprises a top plate, a lower splicing lug plate and a stiffening plate, wherein the stiffening plate is arranged at the bottom of the upper steel plate combined shear wall, the stiffening plate is partially used as an upper splicing lug plate, the lower splicing lug plate is welded on the top plate, and the upper splicing lug plate is connected with the lower splicing lug plate through bolts.
The inner side edge of the lower spliced lug plate is a bevel edge and is used as a guide plate when the upper steel plate combined shear wall is hoisted.
Each through hole corresponds to one cavity of the steel plate composite shear wall, or each through hole corresponds to a plurality of cavities of the steel plate composite shear wall.
The implementation of the invention comprises the following technical effects:
the invention provides a splicing node of a steel plate composite shear wall, which comprises the following steps: 1. by arranging the splicing points in the floor slab, the appearance is greatly improved, and the corrosion resistance and the fire resistance can be better solved; 2. the arrangement of the stiffening plates at the splicing nodes can transfer the load of the rib plates in the steel plate combined shear wall, is more effective than indirect force transfer of the steel bars, and can greatly improve the bearing capacity of the steel plates; 3. after the top plate is widened, the width of the opening in the top plate can be increased to a certain extent, so that concrete pouring is facilitated; 4. the top plate is also used as a floor supporting plate, the stiffening plate is also used as a floor shearing resistant member, so that the material is saved, and the method is more economical; 5. the stiffening plate is also used as a floor shearing resistant member, so that materials are saved; 6. the bottom of the floor slab is flush with the lower surface of the top plate, and the top plate is hidden in the floor slab, so that the top plate does not need to be sawed off during construction and special treatment is not needed, thereby being beneficial to indoor decoration; 7. the lower chord steel bar of the steel bar truss is welded with the upper surface of the top plate, so that the connection steel bar of the floor is canceled, the materials are saved, and the workload of site steel bar penetrating is reduced; 8. the lower spliced lug plates are used as hoisting guide plates, so that the installation accuracy can be effectively improved, the installation time is saved, and the installation speed of a processing project is improved.
Drawings
FIG. 1 is a cross-sectional view of a splice point of a prior art steel plate composite shear wall.
FIG. 2 is a cross-sectional view of a splice joint of a steel composite shear wall of the present invention, wherein the splice joint is located at a floor slab.
FIG. 3 is a cross-sectional view of a splice joint of a steel composite shear wall of the present invention, wherein the floor bottom is flush with the upper surface of the roof.
FIG. 4 is a cross-sectional view of a splice joint of a steel composite shear wall of the present invention, wherein the floor bottom is flush with the lower surface of the roof.
FIG. 5 is a cross-sectional view of a splice joint of a steel composite shear wall of the present invention, wherein the lower stiffness plates are flat plates.
FIG. 6 is a cross-sectional view of a splice joint of a steel composite shear wall of the present invention, wherein a portion of the stiffness plates double as the ear plates.
FIG. 7 is a horizontal cross-sectional view of a steel plate composite shear wall.
Fig. 8 is a horizontal sectional view of a steel plate composite shear wall of the present invention at a splice point of a splice joint.
Detailed Description
The invention will now be described in detail with reference to the following examples and the accompanying drawings, it being pointed out that the examples described are intended only to facilitate an understanding of the invention and are not intended to be limiting in any way.
Referring to fig. 2-8, a splice joint of a steel plate composite shear wall provided in this embodiment includes an upper steel plate composite shear wall 2 and a lower steel plate composite shear wall 1, the splice joint is disposed at a floor elevation, a top plate 4 is disposed at the top of the lower steel plate composite shear wall 1, upper stiffening plates 5 are disposed at positions corresponding to the inner rib plates 3 on two sides of the upper steel plate composite shear wall 2, and lower stiffening plates 6 are disposed at positions corresponding to the inner rib plates 3 on two sides of the lower steel plate composite shear wall; the upper steel plate composite shear wall 2, the lower steel plate composite shear wall 1, the upper stiffening plate 5 and the lower stiffening plate 6 are fixedly connected with the top plate 4, for example, can be welded; a through hole is formed in the middle of the top plate 4 and is communicated with the cavity of the upper steel plate composite shear wall 2 and the cavity of the lower steel plate composite shear wall 1; the top plate 4 extends out of the lower steel plate combined shear wall 1 or the upper steel plate combined shear wall 2 to serve as a supporting plate of the floor slab 7; the length of the top plate 4 extending out of the lower steel plate composite shear wall is not less than 30mm; the upper steel plate composite shear wall 2 is provided with a steel bar hole, and the upper steel plate composite shear wall is provided with a connecting steel bar 8 penetrating through the steel bar hole. Wherein the upper stiffening plate 5 is embedded in the floor slab 7 or only the lower part of the stiffening plate 5 is embedded in the floor slab 7; each through hole corresponds to one cavity of the steel plate composite shear wall, or each through hole corresponds to a plurality of cavities of the steel plate composite shear wall. According to the splicing node of the steel plate combined shear wall, the splicing point is arranged at the elevation of the floor slab, and when in construction, the edge of the extending top plate is not required to be cut, and special treatment is not required, so that the appearance is greatly improved, corrosion resistance and fire resistance can be better solved, the construction procedure is further simplified, and the construction difficulty is reduced; in this embodiment, the dowel bars are cancelled, the stiffening plates are used for reinforcement, the upper stiffening plates 5 are welded at positions where the two sides of the upper steel plate composite shear wall 2 correspond to the inner rib plates 3, the lower stiffening plates 6 are welded at positions where the two sides of the lower steel plate composite shear wall 1 correspond to the inner rib plates 3, the upper stiffening plates 5 and the lower stiffening plates 6 are welded with the top plate 4, the load on the inner rib plates of the upper steel plate composite shear wall 2 is firstly transferred to the upper stiffening plates 5, the load on the upper stiffening plates 5 is transferred to the lower stiffening plates 6 through the top plate 4, and finally the load is transferred to the rib plates 3 inside the lower steel plate composite shear wall 1 through the lower stiffening plates 6. The arrangement of the stiffening plates at the splicing nodes can transfer the load of the rib plates in the steel plate combined shear wall, is more effective than indirect force transfer of the steel bars, and can greatly improve the bearing capacity of the steel plates; after the top plate 4 is widened, the width of the opening in the top plate can be increased to a certain extent, so that the pouring of concrete is facilitated; the top plate is also used as a floor supporting plate, the stiffening plate is also used as a floor shearing resistant member, so that the material is saved, and the method is more economical; according to the embodiment, the steel bar holes are formed in the upper steel plate composite shear wall, and the connecting steel bars 8 penetrating through the steel bar holes are arranged on the upper steel plate composite shear wall 2, so that the steel bars in the floor slab are overlapped through the connecting steel bars 8, the reliability of connection between the floor slab and the shear wall is improved, the construction process is simplified, and the construction period is shortened.
Alternatively, as shown in fig. 2, the floor slab 7 is a reinforced concrete floor slab, the bottom of which is flush with the lower surface of the top plate 4, and the steel bars in the reinforced concrete floor slab 7 are connected by passing through the connecting steel bars 8 provided on the upper steel plate composite shear wall 2. In this embodiment, the upper and lower layer steel bars in the floor slab are connected by making holes in the upper and lower steel plate composite shear walls 2 and 1 so that the connecting steel bars 8 pass through the steel plate composite shear walls. The bottom of the floor slab 7 is arranged to be flush with the lower surface of the top plate 4, so that the top plate 4 is hidden in the floor slab 7, thereby being beneficial to interior decoration and not requiring additional cutting procedures.
Alternatively, as shown in fig. 3, the floor slab 7 is a steel bar truss floor slab, the bottom formwork 71 of the steel bar truss floor slab 7 is flush with the upper surface of the top plate 4, and the upper chord steel bars 72 and the lower chord steel bars 73 are connected through the connecting steel bars 8 arranged on the upper steel plate composite shear wall 2. Or as shown in fig. 4, the bottom formwork 71 of the steel bar truss floor 7 is flush with the lower surface of the top plate 4, the upper chord steel bars 72 are connected through the connecting steel bars 8 arranged on the upper steel plate composite shear wall 2, and the lower chord steel bars 73 are directly welded with the top plate 4. In the embodiment, the bottom template 71 of the steel bar truss floor slab 7 is flush with the lower surface of the top plate 4, the upper chord steel bars 72 are lapped by the connecting steel bars 8 penetrating through the steel plate composite shear wall, and the lower chord steel bars 73 are directly welded with the top plate 4, so that materials are saved, the workload of site steel bar penetrating is reduced, and the construction period is shortened.
Optionally, as shown in fig. 5-7, the lower stiffening plates at the two sides of the lower steel plate composite shear wall 1 corresponding to the positions of the inner rib plates are flat plates 9, and the flat plates 9 are through long steel plates, a plurality of steel plates or zigzag steel plates; when the flat plate is a long steel plate, plug welding holes are formed in the flat plate; when the flat plate is a zigzag steel plate, the zigzag tips of the zigzag steel plate are positioned on the outer side of the steel plate composite shear wall at the inner rib plate. In the embodiment, the flat plate is arranged into a plurality of steel plates or zigzag steel plates, so that the consumption of steel materials is saved.
The upper stiffening plate 5 of the upper steel plate composite shear wall 2 can be used as an upper splicing ear plate 91, the lower splicing ear plate 92 is welded on the top plate 4, and the upper splicing ear plate 91 is connected with the lower splicing ear plate 92 through bolts. More preferably, the inner side edge of the lower spliced lug plate 92 is a bevel edge and is used as a guide plate when the upper steel plate combined shear wall 2 is hoisted; the flat plate is a through long steel plate or a plurality of steel plates. The lower splicing ear plates 92 are used as hoisting guide plates, so that the alignment precision of the upper steel plate combined shear wall and the lower steel plate combined shear wall can be effectively improved, the problem that in the prior art, the jack is used for adjusting the upper steel plate combined shear wall so as to accurately align the upper steel plate combined shear wall and the lower steel plate combined shear wall is solved, the installation precision is improved, the installation time is greatly saved, and the installation speed of engineering is accelerated.
Finally, it should be noted that the above embodiments are only for illustrating the technical solution of the present invention, and not for limiting the scope of the present invention, and although the present invention has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications or equivalent substitutions can be made to the technical solution of the present invention without departing from the spirit and scope of the technical solution of the present invention.
Claims (7)
1. The utility model provides a concatenation node of steel sheet composite shear wall, includes upper portion steel sheet composite shear wall and lower part steel sheet composite shear wall, its characterized in that: the splicing nodes are arranged at the elevation of the floor slab, a top plate is arranged at the top of the lower steel plate combined shear wall, and stiffening plates are arranged on both sides of the upper steel plate combined shear wall and both sides of the lower steel plate combined shear wall; the upper steel plate combined shear wall, the lower steel plate combined shear wall and the stiffening plate are fixedly connected with the top plate; a through hole is formed in the middle of the top plate and is communicated with the cavity of the upper steel plate combined shear wall and the cavity of the lower steel plate combined shear wall; the top plate extends out of the lower steel plate combined shear wall or the upper steel plate combined shear wall to serve as a supporting plate of the floor slab; the upper steel plate combined shear wall is provided with a steel bar hole, and the upper steel plate combined shear wall is provided with a connecting steel bar penetrating through the steel bar hole;
the floor slab is a reinforced concrete floor slab, the bottom of the floor slab is flush with the lower surface of the top plate, and steel bars in the reinforced concrete floor slab are connected through the connecting steel bars arranged on the upper steel plate composite shear wall;
the floor slab is a steel bar truss floor slab;
the bottom template of the steel bar truss floor slab is flush with the upper surface of the top plate, and the upper chord steel bars and the lower chord steel bars of the bottom template are connected through the connecting steel bars arranged on the upper steel plate composite shear wall; or the bottom template of the steel bar truss floor slab is flush with the lower surface of the top plate, the upper chord steel bars are connected through the connecting steel bars arranged on the upper steel plate combined shear wall, and the lower chord steel bars are directly and fixedly connected with the top plate;
the stiffening plate is arranged at a position corresponding to the inner rib plate of the upper steel plate combined shear wall and/or the lower steel plate combined shear wall.
2. The splice joint of a steel plate composite shear wall of claim 1, wherein: the length of the top plate extending out of the lower steel plate combined shear wall is not less than 30mm.
3. The splice joint of a steel plate composite shear wall of claim 1, wherein: and the stiffening plates at two sides of the lower steel plate combined shear wall are flat plates.
4. A splice joint of a steel composite shear wall according to claim 3, wherein: the flat plate is a through long steel plate, a plurality of steel plates or a zigzag steel plate; when the flat plate is a long steel plate, plug welding holes are formed in the flat plate; when the flat plate is a zigzag steel plate, the zigzag tips of the zigzag steel plate are positioned on the outer side of the steel plate composite shear wall at the inner rib plate.
5. The splice joint of a steel plate composite shear wall of claim 4, wherein: the part of the stiffening plate at the bottom of the upper steel plate combined shear wall is also used as an upper splicing ear plate, a lower splicing ear plate is welded on the top plate, and the upper splicing ear plate is connected with the lower splicing ear plate through bolts.
6. The splice joint of a steel plate composite shear wall of claim 5, wherein: the inner side edge of the lower spliced lug plate is a bevel edge and is used as a guide plate when the upper steel plate combined shear wall is hoisted.
7. The splice joint of a steel plate composite shear wall of claim 1, wherein: each through hole corresponds to one cavity of the steel plate composite shear wall, or each through hole corresponds to a plurality of cavities of the steel plate composite shear wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711115146.0A CN107740509B (en) | 2017-11-13 | 2017-11-13 | Splicing node of steel plate combined shear wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711115146.0A CN107740509B (en) | 2017-11-13 | 2017-11-13 | Splicing node of steel plate combined shear wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107740509A CN107740509A (en) | 2018-02-27 |
| CN107740509B true CN107740509B (en) | 2023-09-12 |
Family
ID=61233342
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711115146.0A Active CN107740509B (en) | 2017-11-13 | 2017-11-13 | Splicing node of steel plate combined shear wall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107740509B (en) |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203334480U (en) * | 2013-04-24 | 2013-12-11 | 石家庄晶达建筑体系有限公司 | Structure of cast-in-place steel bar welding wire frame composite concrete shear wall |
| CN104047378A (en) * | 2014-05-05 | 2014-09-17 | 浙江杭萧钢构股份有限公司 | Steel tube bundle combined structure shear wall field spliced node |
| CN104153467A (en) * | 2014-05-15 | 2014-11-19 | 华南理工大学建筑设计研究院 | Device for connecting shear wall and concrete floor in construction structure and arranging method thereof |
| CN105113664A (en) * | 2015-07-14 | 2015-12-02 | 上海核工程研究设计院 | Orthogonal connection method of steel plate-concrete composite shear wall and concrete shear wall |
| CN205242683U (en) * | 2015-12-09 | 2016-05-18 | 浙江大学 | Shear wall structure is connected to combined type |
| CN205742624U (en) * | 2016-05-12 | 2016-11-30 | 浙江东南网架股份有限公司 | Longitudinally connected node between Multicarity steel plate shear force wall |
| CN205907855U (en) * | 2016-08-02 | 2017-01-25 | 浙江高盛钢结构有限公司 | Steel pipe board combination steel sheet shear force wall |
| CN206289751U (en) * | 2016-12-20 | 2017-06-30 | 山东科技大学 | A kind of assembled steel plate concrete combined shear wall and floor support plate connecting node |
| CN207512968U (en) * | 2017-11-13 | 2018-06-19 | 杭萧钢构股份有限公司 | A kind of splicing node of steel plate combined shear wall |
-
2017
- 2017-11-13 CN CN201711115146.0A patent/CN107740509B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203334480U (en) * | 2013-04-24 | 2013-12-11 | 石家庄晶达建筑体系有限公司 | Structure of cast-in-place steel bar welding wire frame composite concrete shear wall |
| CN104047378A (en) * | 2014-05-05 | 2014-09-17 | 浙江杭萧钢构股份有限公司 | Steel tube bundle combined structure shear wall field spliced node |
| CN104153467A (en) * | 2014-05-15 | 2014-11-19 | 华南理工大学建筑设计研究院 | Device for connecting shear wall and concrete floor in construction structure and arranging method thereof |
| CN105113664A (en) * | 2015-07-14 | 2015-12-02 | 上海核工程研究设计院 | Orthogonal connection method of steel plate-concrete composite shear wall and concrete shear wall |
| CN205242683U (en) * | 2015-12-09 | 2016-05-18 | 浙江大学 | Shear wall structure is connected to combined type |
| CN205742624U (en) * | 2016-05-12 | 2016-11-30 | 浙江东南网架股份有限公司 | Longitudinally connected node between Multicarity steel plate shear force wall |
| CN205907855U (en) * | 2016-08-02 | 2017-01-25 | 浙江高盛钢结构有限公司 | Steel pipe board combination steel sheet shear force wall |
| CN206289751U (en) * | 2016-12-20 | 2017-06-30 | 山东科技大学 | A kind of assembled steel plate concrete combined shear wall and floor support plate connecting node |
| CN207512968U (en) * | 2017-11-13 | 2018-06-19 | 杭萧钢构股份有限公司 | A kind of splicing node of steel plate combined shear wall |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107740509A (en) | 2018-02-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104947803B (en) | A kind of prefabricated sheet-pile mortise and tenon type connecting node and installation method | |
| CN105089178B (en) | A kind of pre-splicing Standard formula building of prefabricated steel reinforced concrete shear walls | |
| CN109339229B (en) | Prefabricated assembled concrete-filled steel tube frame structure of perforation thick liquid anchor | |
| CN204826308U (en) | Structure assembly type structure is pieced together in advance to prefabricated shaped steel concrete shear force wall | |
| CN107191000A (en) | The temporary support of telescopic in height regulation reinforces combination steel construction | |
| CN109403545B (en) | High-assembly-rate steel pipe concrete frame structure system and connection method | |
| CN218643645U (en) | Full-assembly type reinforced concrete floor connected by steel-concrete combined structure | |
| CN111749364B (en) | A C-steel-based assembled composite wall and construction method thereof | |
| CN113944309A (en) | Cold-formed steel support beam framework and construction method thereof | |
| CN106284749B (en) | A kind of connecting node of upper load-bearing precast concrete exterior wall and girder steel | |
| CN203475665U (en) | Connecting structure of steel beam and composite floor slab of building | |
| CN206245464U (en) | One kind is gone along with sb. to guard him by power integrated prefabricated balcony | |
| CN108005259A (en) | A kind of steel plate combined shear wall splices node | |
| CN207525933U (en) | A kind of steel plate combined shear wall splices node | |
| CN104032861B (en) | Connecting joint structure of mixed coupled wall section steel column and non-energy dissipation beam and construction method thereof | |
| CN105821903A (en) | Synthesized pipe rack with frame composite structure | |
| CN212927239U (en) | A CFST column-H steel beam-support-π-shaped combined corner column bottom node | |
| CN210710452U (en) | Tower crane steel structure foundation arranged on core tube shear wall | |
| CN207512968U (en) | A kind of splicing node of steel plate combined shear wall | |
| CN107740509B (en) | Splicing node of steel plate combined shear wall | |
| CN207739428U (en) | Splice node at a kind of steel plate combined shear wall variable cross-section | |
| CN111088858B (en) | Prefabricated gable capable of being recycled and connection structure thereof | |
| CN206942191U (en) | A kind of temporary support of telescopic in height regulation reinforces combination steel construction | |
| CN106869403B (en) | Multilayer prefabricated square steel pipe concrete connecting beam | |
| CN214459549U (en) | Steel-concrete combined bridge |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |