CN113152792A - Anti-cutting steel truss - Google Patents
Anti-cutting steel truss Download PDFInfo
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- CN113152792A CN113152792A CN202110155053.0A CN202110155053A CN113152792A CN 113152792 A CN113152792 A CN 113152792A CN 202110155053 A CN202110155053 A CN 202110155053A CN 113152792 A CN113152792 A CN 113152792A
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- Prior art keywords
- web members
- steel truss
- chord
- lower longitudinal
- members
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 61
- 239000010959 steel Substances 0.000 title claims abstract description 61
- 238000005520 cutting process Methods 0.000 title claims abstract description 40
- 230000002146 bilateral effect Effects 0.000 claims abstract description 7
- 238000003466 welding Methods 0.000 claims description 7
- 239000011150 reinforced concrete Substances 0.000 abstract description 11
- 238000004080 punching Methods 0.000 description 30
- 239000004567 concrete Substances 0.000 description 20
- 238000010276 construction Methods 0.000 description 9
- 238000000034 method Methods 0.000 description 9
- 238000011160 research Methods 0.000 description 4
- 238000004458 analytical method Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 238000004873 anchoring Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/0627—Three-dimensional reinforcements composed of a prefabricated reinforcing mat combined with reinforcing elements protruding out of the plane of the mat
-
- 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
- E04B1/388—Separate connecting elements
-
- 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
- E04B1/58—Connections for building structures in general of bar-shaped building elements
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
Abstract
The invention discloses an anti-cutting steel truss, which comprises two upper longitudinal chords and two lower longitudinal chords, wherein the two upper longitudinal chords are arranged on the same horizontal plane in a bilateral symmetry manner, the two lower longitudinal chords are arranged on the same horizontal plane in a bilateral symmetry manner, the upper longitudinal chords and the lower longitudinal chords on each side are arranged on the same vertical plane, the upper longitudinal chords and the lower longitudinal chords at two ends on the same side are connected through web members with numerical values, the upper longitudinal chords and the lower longitudinal chords at two ends on the same horizontal plane are connected through web members with horizontal arrangement, and web members with anti-cutting function are arranged between the upper longitudinal chords and the lower longitudinal chords on the same side. The invention can improve the anti-cutting performance and the ductility of the reinforced concrete plate column node.
Description
Technical Field
The invention relates to the technical field of reinforced concrete plate-column joints, in particular to an anti-cutting steel truss.
Background
The concrete slab-column structure is a weak link of a structural system of the concrete slab-column structure because the nodes of the concrete slab-column structure are easy to generate brittle punching damage. The plate column node punching damage process is extremely short, the safety of the plate column node punching damage process is poorer than that of a beam column node, particularly under the combined action of vertical load and horizontal earthquake, the shearing stress of a node area is aggravated by unbalanced bending moment caused by earthquake action, and the anti-punching capability is poorer. The punching damage of the plate column node can be approximately seen as three-dimensional oblique shearing damage, under the action of vertical load or concentrated force, normal stress and shearing stress exist in the cross section of the plate, and along with the increase of the load, larger main tensile stress gradually appears around the plate column node. When the tensile stress exceeds the tensile strength of concrete, obvious radial cracks appear around the plate, and the final failure mode is that the inclined cracks appear on the plate section and form a punching cone and punch out the plate body together with the column cap, the inclined section of the cone is approximately at an inclination angle of 45 degrees, and the failure section of the cone forms a circle of tearing-shaped cracks due to the fact that the tensile stress reaches the limit. Therefore, in order to enhance the anti-shear performance of the slab-column joint, the anti-shear element should sufficiently resist the oblique tensile stress of the concrete.
Many researches are carried out at home and abroad on the seismic performance and the design method of the concrete plate column structure, and particularly on the punched performance and the design method of the plate column node, the nonlinear analysis method, the punched performance of the anti-punching key plate column node such as a configured stirrup, a bent steel bar, an anchor bolt, a profile steel shear frame and the like. However, compared with other concrete structure forms, the research work of the concrete slab-column structure in China is not enough, the related content of the existing specification is less, the engineering practice is lagged behind, and aiming at the rigor of the earthquake situation in China in recent years, a plurality of newly built and built buildings face serious earthquake threats, further research needs to be carried out urgently, and the punching performance of the slab-column node and the earthquake resistance of the structure of the slab-column node are improved. Based on the research of the anti-cutting performance of anti-cutting keys such as anchor bolts and profile steel shear frames built in the existing plate column nodes, the anti-cutting key of the steel truss formed by welding longitudinal chords and transverse batten plates built in the plate column nodes is provided by combining the practical engineering of China and taking the improvement of the plastic deformation capability of the nodes as a starting point.
Disclosure of Invention
In order to overcome the defects that the stress of the traditional anti-punching key cannot be fully exerted and the structural anti-seismic performance cannot be improved, the invention aims to provide an anti-punching steel truss so as to improve the anti-punching performance and ductility of a reinforced concrete plate column node.
In order to achieve the purpose, the invention adopts the technical scheme that:
the utility model provides an anti steel truss that cuts, includes the vertical chord member 1 in upper portion and the vertical chord member 2 in lower part, and the vertical chord member 1 in upper portion and the vertical chord member 2 in lower part are two respectively, and two vertical chord members 1 in upper portion on upper portion bilateral symmetry set up on same horizontal plane, and two vertical chord members 2 in lower part bilateral symmetry set up on same horizontal plane, and the vertical chord member 1 in upper portion and the vertical chord member 2 in lower part of every side are on same vertical plane, the vertical chord member 1 in upper portion and the vertical chord member 2 in lower part that are connected through the web member 3 of perpendicular setting with the vertical chord member 1 in upper portion and the vertical chord member 2 in lower part at both ends on same horizontal plane are connected through the web member 3 of level setting, be provided with between the vertical chord member 1 in upper portion and the vertical chord member 2 in lower part with one side and cut effect web member 4 that cuts in resistance.
Preferably, the web members 3 form a space structure system with the upper longitudinal chord 1 and the lower longitudinal chord 2.
Preferably, the upper longitudinal chord member 1 and the lower longitudinal chord member 2 are angle steels or ribbed steel bars, the section size is not too large, and the specification, grade and shape of the upper longitudinal chord member and the lower longitudinal chord member can meet actual requirements.
Preferably, the connecting web members 3 and the anti-cutting web members 4 are steel plate strips, the thickness of the steel plate strips is more than or equal to 6mm, and the cross section of the steel plate strips is more than or equal to 100mm2The specification, grade and shape of the material can meet the actual requirements.
Preferably, every two connecting nodes of the upper longitudinal chord member 1, the lower longitudinal chord member 2, the connecting web member 3 and the anti-cutting web member 4 are welded through equipment current, the strength of each welding spot meets the design requirement, and the welding spots are welded into an integral structure.
Preferably, the distance between the upper longitudinal chord 1 and the lower longitudinal chord 2 is more than or equal to 0.5h0Wherein h is0Is the effective thickness of the plate.
Preferably, the anti-cutting web members 4 comprise vertical web members and oblique web members, and the vertical web members and the oblique web members are arranged in an intersecting equidistant manner.
Preferably, the oblique web members of the anti-cutting web members 4 are at an angle of 45 ° to the lower longitudinal chords 2.
The invention has the beneficial effects that:
the steel truss can not only increase the bonding performance with concrete, but also realize the restraint on the concrete, and can effectively improve the elastic-plastic performance of the plate column node; in addition, the steel truss also has the advantages of easy installation, less interference with the construction arrangement of the steel bars, steel saving and the like. In addition, the steel truss is arranged in the plate column joint, so that the structure is locally of a steel-concrete combined structure, the punching performance and the elastic-plastic deformation capacity of the joint can be further improved, and the safety and the anti-seismic performance of the joint and the whole structure are improved.
In the anti-cutting steel truss, an oblique web member in the web members 4 playing the role of anti-cutting is vertical to a cutting damage conical surface, so that the web members are fully stressed and used for resisting the tensile stress in concrete; the vertical web members in the anti-shear action web members can improve the anti-seismic performance and ductility of the node and the whole structure. In order to enable the anti-cutting web members to more efficiently exert the anti-cutting performance in the reinforced concrete plate column node, reliable anchoring needs to be provided for the anti-cutting web members, the upper longitudinal chord members 1, the lower longitudinal chord members 2 and the connecting web members 3 can fix the position of the anti-cutting web members 4 in concrete, increase the bonding effect with the concrete, take the advantages of easy installation and control, no interference on the placement of main reinforcements, and effective control of the width of shear cracks at the top and the bottom of the plate simultaneously, and have the advantages of convenience in installation, simple structure, reliable anchoring, wide application, material saving, capability of prefabricating in advance and shortening the construction period, and the anti-cutting performance of the plate column node is effectively improved.
The steel truss type can be popularized and applied in reinforced concrete slab-column joints with the plate thickness of more than or equal to 150 mm.
Drawings
Figure 1 is a schematic view of an anti-shear steel truss.
Fig. 2 is a schematic view of the construction of an anti-shear steel truss in a slab-column joint.
Fig. 3 is a layout view of an anti-shear steel truss.
FIG. 4 is a load-deflection curve of a plate-column node with or without a die-cut resistant steel truss.
Fig. 5 shows the effect of the size of the web member on the bearing capacity of the reinforced concrete slab-column joint by punching.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
As shown in figure 1, the anti-cutting steel truss is formed by welding an upper longitudinal chord 1, a lower longitudinal chord 2, a connecting web member 3 and an anti-cutting web member 4, wherein the anti-cutting web member is divided into a vertical one and an oblique one. The upper longitudinal chord 1 and the lower longitudinal chord 2 form a space structure system by utilizing a connecting web member 3, and a plurality of anti-impact-cutting web members 4 are respectively arranged on two side surfaces in the direction vertical to the plane of the plate, wherein the oblique web members and the lower longitudinal chord 2 form an angle of 45 degrees.
The anti-cutting steel truss is designed into an integral structure, namely an upper longitudinal chord 1, a lower longitudinal chord 2, a connecting web member 3 and an anti-cutting web member 4 are welded into a whole, and all parts are welded into the structure shown in figure 1. The anti-punching web members 4 comprise vertical web members and oblique web members, and the vertical web members and the oblique web members are arranged in a crossed and equidistant manner. The distance between the upper longitudinal chord 1 and the lower longitudinal chord 2 is more than or equal to 0.5h0，h0Is the effective thickness of the plate. The connecting web members 3 and the anti-cutting web members 4 are steel plate strips, the thickness of the steel plate is more than or equal to 6mm, and the cross section of the steel plate is more than or equal to 100mm2。
The application range of the anti-cutting steel truss is that the anti-cutting steel truss is arranged on a part, close to a column node, of a reinforced concrete slab, before concrete is poured, a component can be prefabricated in a factory in advance, after binding of lower-layer longitudinal ribs is finished, the lower-layer longitudinal ribs are placed on the longitudinal ribs, the specific position relation is shown in figure 2, A in the figure is the anti-cutting steel truss, 5 is the concrete slab, and 6 is a concrete column. And then pouring concrete, wherein the other construction processes are consistent with those of the construction process of the common reinforced concrete slab-column joint. Different numbers can be arranged in each direction according to the punching bearing capacity of the plate, and different arrangement forms can be designed, such as a cross-shaped arrangement (shown in figure 3) and the like.
In order to analyze the influence of the punching performance of the plate column joint by the punching resistance of the punching-resistant steel truss, a punching resistance test of the built-in punching-resistant reinforced concrete plate column joint under the action of vertical load is carried out, and a load-displacement curve is shown in fig. 4. The test piece ST00 is a concrete plate-column node without a punching-resistant steel truss, the test piece ST01 is a concrete plate-column node with a punching-resistant steel truss, and compared with the test piece ST00, the limit bearing capacity of the test piece ST01 is increased by 4.62%, and the increase of peak deflection is negligible.
Finite element software ABAQUS is adopted to carry out numerical simulation analysis on the whole process stress state of the built-in steel truss plate column node under vertical load, the variable set by parameter analysis is the sectional dimension of the batten plate, the sectional dimension is changed by increasing the thickness of the batten plate, the thicknesses of the batten plates are 3mm, 12mm, 20mm and 30mm and respectively correspond to models 1-1, 1-2, 1-3 and 1-4, and the rest parameters are unchanged, wherein the model 1-1 is taken as a reference, and corresponds to a test piece ST01, which is detailed in Table 1.
Table 1 web member size reference
Fig. 5 shows the influence of the size of the web members on the load-bearing capacity of the reinforced concrete slab-column joint by punching. By taking the model 1-1 as a reference, the punching bearing capacity of the plate-column joints of the models 1-2, 1-3 and 1-4 is respectively increased by 18.9%, 28.4% and 31.1% along with the increase of the sectional area of the web member, and the plate center deflection corresponding to the peak load is increased. It can be easily found that the cross-sectional area of a single web member exceeds 200mm2In the case of a sheet-column joint, the punching load capacity that can be improved by increasing the cross-sectional area is limited, and therefore, it is considered that, within a certain range, the larger the web member size, the larger the punching load capacity of the sheet-column joint. Compared with the ST00EFA without the steel truss, the bearing capacity is improved by 47.8 percent at most by punching as shown in figure 5. In summary, the steel truss is considered to be a spatial structure with good anti-cutting performance, and the cross section area of the web member designed in the ST01EFA is too small, so that the improvement of the cutting bearing capacity is not obvious.
The construction process of the anti-punching steel truss comprises the following steps:
the anti-cutting steel truss is formed by welding angle steel or steel bars and steel plates of corresponding specifications according to needs, and the strength of each welding spot meets the design requirements. Because the construction arrangement of the anti-cutting steel truss and the steel bar mesh sheets in the plate are not interfered with each other, the steel truss prefabricated in advance can be directly placed on the bottom steel bar mesh sheets after binding is finished, the operation amount of a construction site is reduced, and the construction period is further effectively shortened. The steel truss structure is simple in form, easy to process, efficient and safe, the stress form of the traditional anti-punching key is improved, the anti-punching performance and the anti-seismic performance of the reinforced concrete plate column node are improved, and certain social benefits and economic benefits can be created.
Claims (8)
1. An anti-cutting steel truss is characterized by comprising two upper longitudinal chords (1) and two lower longitudinal chords (2), wherein the two upper longitudinal chords (1) and the two lower longitudinal chords (2) are arranged on the same horizontal plane in a bilateral symmetry manner, the two upper longitudinal chords (1) are arranged on the same horizontal plane in a bilateral symmetry manner, the two lower longitudinal chords (2) are arranged on the same horizontal plane in a bilateral symmetry manner, the upper longitudinal chord (1) and the lower longitudinal chord (2) on each side are arranged on the same vertical plane, the upper longitudinal chord members (1) and the lower longitudinal chord members (2) at the two ends of the same side are connected through the vertically arranged web members (3), the upper longitudinal chord members (1) and the lower longitudinal chord members (2) at the two ends of the same horizontal plane are connected through the horizontally arranged web members (3), and a web member (4) with an anti-impact cutting function is arranged between the upper longitudinal chord (1) and the lower longitudinal chord (2) on the same side.
2. An anti-shear steel truss as defined in claim 1 wherein the web members (3) form the upper longitudinal chord (1) and the lower longitudinal chord (2) into a spatial structural system.
3. The anti-shear steel truss according to claim 1, wherein the upper longitudinal chord (1) and the lower longitudinal chord (2) are angle steel or ribbed steel.
4. An anti-shear steel truss as defined in claim 1 wherein the connecting web members (3) and the anti-shear web members (4) are steel strips having a thickness of 6mm or more and a cross-section of 6mm or moreThe surface is more than or equal to 100mm2。
5. The anti-cutting steel truss according to claim 1, wherein the upper longitudinal chord (1), the lower longitudinal chord (2), the connecting web (3) and the anti-cutting web (4) are welded into an integral structure at the connection nodes by equipment current welding.
6. The anti-cutting steel truss according to claim 1, wherein the distance between the upper longitudinal chord (1) and the lower longitudinal chord (2) is more than or equal to 0.5h0Wherein h is0Is the effective thickness of the plate.
7. An anti-shear steel truss as defined in claim 1 wherein the anti-shear web members (4) comprise vertical web members and diagonal web members, the vertical web members and diagonal web members being arranged in an intersecting equidistant arrangement.
8. An anti-shear steel truss as defined in claim 1 wherein the diagonal ones of the anti-shear web members (4) are at an angle of 45 ° to the lower longitudinal chords 2.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110155053.0A CN113152792A (en) | 2021-02-04 | 2021-02-04 | Anti-cutting steel truss |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110155053.0A CN113152792A (en) | 2021-02-04 | 2021-02-04 | Anti-cutting steel truss |
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| Publication Number | Publication Date |
|---|---|
| CN113152792A true CN113152792A (en) | 2021-07-23 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110155053.0A Pending CN113152792A (en) | 2021-02-04 | 2021-02-04 | Anti-cutting steel truss |
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Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20050021611A (en) * | 2003-08-19 | 2005-03-07 | 송진규 | Apparatus for enhancing shear strength of column slab connection part and structure thereof using the same |
| US20060053732A1 (en) * | 2002-01-07 | 2006-03-16 | Watson Dennis P | Cold-formed steel joists |
| KR20090033735A (en) * | 2007-10-01 | 2009-04-06 | 동아대학교 산학협력단 | Shear reinforcement device for junctional region of slab and column, and manufacturing mathod of it |
| KR20100050870A (en) * | 2008-11-06 | 2010-05-14 | (주) 동양구조안전기술 | Shear reinforcing bar assembly and construction structure thereof |
| CN102388191A (en) * | 2009-04-03 | 2012-03-21 | 株式会社世宗研究开发 | Truss-type shear reinforcement material having double anchorage functions at both top and bottom thereof |
| CN103306189A (en) * | 2013-07-04 | 2013-09-18 | 重庆交通大学 | Steel truss-prestressed concrete bridge deck combined bridge girder and construction method thereof |
| CN105888134A (en) * | 2015-02-16 | 2016-08-24 | 权容觐 | Prefabricated Truss-Embedded Composite Beam |
| CN106284839A (en) * | 2016-08-04 | 2017-01-04 | 上海理工大学 | A kind of Crossing brace parallel truss flooring |
-
2021
- 2021-02-04 CN CN202110155053.0A patent/CN113152792A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20060053732A1 (en) * | 2002-01-07 | 2006-03-16 | Watson Dennis P | Cold-formed steel joists |
| KR20050021611A (en) * | 2003-08-19 | 2005-03-07 | 송진규 | Apparatus for enhancing shear strength of column slab connection part and structure thereof using the same |
| KR20090033735A (en) * | 2007-10-01 | 2009-04-06 | 동아대학교 산학협력단 | Shear reinforcement device for junctional region of slab and column, and manufacturing mathod of it |
| KR20100050870A (en) * | 2008-11-06 | 2010-05-14 | (주) 동양구조안전기술 | Shear reinforcing bar assembly and construction structure thereof |
| CN102388191A (en) * | 2009-04-03 | 2012-03-21 | 株式会社世宗研究开发 | Truss-type shear reinforcement material having double anchorage functions at both top and bottom thereof |
| CN103306189A (en) * | 2013-07-04 | 2013-09-18 | 重庆交通大学 | Steel truss-prestressed concrete bridge deck combined bridge girder and construction method thereof |
| CN105888134A (en) * | 2015-02-16 | 2016-08-24 | 权容觐 | Prefabricated Truss-Embedded Composite Beam |
| CN106284839A (en) * | 2016-08-04 | 2017-01-04 | 上海理工大学 | A kind of Crossing brace parallel truss flooring |
Non-Patent Citations (1)
| Title |
|---|
| 蒋明月: "内置钢桁架混凝土板柱节点受冲切承载力研究", 中国优秀硕士学位论文全文数据库工程科技Ⅱ辑, pages 2 - 10 * |
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