CN113833111A - Steel frame-support connection node based on main connecting plate thickness design - Google Patents
Steel frame-support connection node based on main connecting plate thickness design Download PDFInfo
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- CN113833111A CN113833111A CN202111085600.9A CN202111085600A CN113833111A CN 113833111 A CN113833111 A CN 113833111A CN 202111085600 A CN202111085600 A CN 202111085600A CN 113833111 A CN113833111 A CN 113833111A
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- 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
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
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- 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
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
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- 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
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- 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
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2406—Connection nodes
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Abstract
The invention discloses a steel frame-support connecting node designed based on the thickness of a main connecting plate. The beam end part is connected with the outer wall surface of the wide steel column through a main connecting plate; horizontal stiffening ribs are welded on the two side faces of the upper end and the lower end of the main connecting plate where the upper flange and the lower flange of the beam are at the same height; a flitch is arranged at the joint between the main connecting plate and the outer wall surface of the wide steel column; the upper end of the main connecting plate protrudes out of the beam, a chute with an inclination angle of 45 degrees is arranged in the part, protruding out of the beam, of the upper end of the main connecting plate, the lower end of the supporting section is obliquely inserted into the chute, and the upper end of the supporting section is connected with an external component; the lower end of the supporting section is provided with a sealing plate. The node has enough bearing capacity, ductility and energy consumption capacity, the structural safety is reliably guaranteed, the steel consumption and welding workload of the node are effectively reduced, the difficulty and the uncontrollable performance of site construction operation are reduced, and the application is wide.
Description
Technical Field
The invention belongs to a building connection node in the technical field of structural design, and particularly relates to a design method of a support connection node of a steel frame and a calculation method of the thickness of a main connection plate.
Background
The concrete filled steel tubular column is formed by pouring concrete into the hollow steel tube, wherein the concrete has high compressive strength, the steel has high bending strength, the concrete filled steel tubular column can be combined with the hollow steel tube at some points structurally, the bending strength and the deformation capacity of the concrete are improved, the concrete in the steel tube can effectively prevent the steel tube from local buckling and instability, and therefore the concrete filled steel tubular column has excellent mechanical properties and is characterized by high bearing capacity, high ductility and high earthquake resistance. And the concrete in the steel tube can absorb heat, thereby improving the fire-resistant and fireproof capacity of steel, and in the construction stage, the steel tube concrete column has simple structure and no maintenance requirement, and can greatly reduce the construction period. The rectangular concrete-filled steel tube column is widely used in the current building industry due to low construction difficulty and low processing cost, and is used as a main stress member with a small vertical axis compression and small acting force eccentricity in a multi-story and high-rise steel structure building. In steel structure houses, the convex column phenomenon can occur at four corners of each functional room of the house due to the overlarge section of the steel column, and the use function of indoor buildings is affected, so that the structural members are hidden in the thickness of the wall body as much as possible, and the section width of the steel members adopted in the house is required to be controlled between 160mm and 300mm optimally. In order to solve the problem of the indoor convex column, the dimension of the short side of the steel box column is considered to be as small as possible and equal to the thickness of the concrete shear wall, and the dimension of the long side of the steel box column is considered to be as large as possible to form the wide steel tube concrete column, so that the requirement of a house for a steel structure system is met. However, the size of the short side of the section of the wide concrete filled steel tubular column is small, so that a diaphragm plate cannot be arranged in a node area for ensuring smooth pouring of the internal concrete, and the connection with a steel beam cannot adopt the form of the diaphragm plate. In the steel structure design, steel frame-support node design is one of them key part, compares other building materials structures, and the anti-seismic performance of steel construction is good, but when receiving the earthquake damage, the connected node of steel construction destroys easily, leads to the deformation of whole steel construction, even collapses. Therefore, whether the design of the steel frame-support connecting node is reasonable or not is of great significance to the structural safety, and the optimal design is necessary and a corresponding design method is provided.
In the relevant specifications of steel structures, only some recommended construction forms exist for steel frame-support connection nodes, and specific design methods are not clear. At present, a common steel frame-support connection node is a flitch type support node, and the specific connection mode is that two sides of a support are respectively connected with a beam column through a large flitch. The node has large welding workload and complex fireproof treatment.
Disclosure of Invention
In order to promote the application of the rectangular steel tube concrete column in a steel structure house, reduce the problem of indoor convex columns and reduce the difficulty of processing and mounting steel members, the invention provides a novel steel frame-support connecting node design method and a main connecting plate thickness calculation method. The node designed by the method has enough bearing capacity, ductility and energy consumption capacity, the structural safety is reliably guaranteed, the steel consumption and welding workload of the node are effectively reduced, and the difficulty and uncontrollable performance of field construction operation are reduced.
The technical scheme of the invention is as follows:
the steel beam comprises a wide steel column and a beam, wherein the wide steel column is connected with the beam, the steel beam also comprises a main connecting plate, a horizontal stiffening rib, a flitch plate and a supporting section, and the end part of the beam is connected with the outer wall surface of the wide steel column through the main connecting plate; the main connecting plate is vertically arranged, one end of the main connecting plate is fixedly welded with the outer wall surface of the wide steel column, the other end of the main connecting plate is fixedly welded with the end part of the beam, and the main connecting plate and the web plate of the beam are positioned on the same vertical plane; horizontal stiffening ribs are welded on the two side faces of the upper end and the lower end of the main connecting plate, where the upper flange and the lower flange of the beam are at the same height, and the horizontal stiffening ribs and the upper flange/the lower flange of the beam are positioned on the same horizontal plane; a flitch is arranged at the joint between the main connecting plate and the outer wall surface of the wide steel column, one part of the flitch is welded on the outer wall surface of the wide steel column, and the other part of the flitch is welded on the horizontal stiffening rib of the main connecting plate; the upper end of the main connecting plate protrudes above the beam, a chute with an inclination angle of 45 degrees is arranged in the part of the upper end of the main connecting plate protruding above the beam, the lower end of the supporting section is also obliquely inserted into the chute with the inclination angle of 45 degrees and is welded and fixed with the main connecting plate, and the upper end of the supporting section is connected with an external component; the lower end of the support section is provided with a sealing plate, and the sealing plate is welded and fixed on the lower end surface of the support section, so that the lower end of the support section is sealed.
The chutes, the wide steel columns and the beams are arranged at 45-degree angles.
The size of the sealing plate is larger than that of the lower end face of the support section, so that the sealing plate protrudes out of the lower end face of the support section and then is welded and fixed with the main connecting plate.
And the upper end of the main connecting plate is fixedly welded with a cover plate, and the cover plate is arranged in parallel to the flange of the beam.
The other end of the main connecting plate and the beam are fixedly welded and arranged with a vertical plate, one end face of the vertical plate is welded and fixed with the other end of the main connecting plate, and the other end face of the vertical plate is welded and fixed with the end part of the beam.
The web plate at the end part of the beam is connected with a reinforcing plate through a bolt, and the reinforcing plate is welded to the other end of the main connecting plate or the vertical plate at the other end of the main connecting plate.
The support section is divided into an upper section and a lower section, the lower section is obliquely inserted into the chute and is welded and fixed with the main connecting plate when being prefabricated in a factory, and the upper section is fixedly connected to the lower section through a connecting piece when being processed on site.
According to the invention, the small flitch only connecting the outer wall surface of the wide steel column and the horizontal stiffening rib is adopted, so that the size of the welding line can be reduced, and the welding work difficulty is reduced; the coverage area of the steel column by the flitch is reduced, so that the working difficulty of adding a fireproof coating outside the steel column is reduced. The supporting node can further reduce the construction difficulty and reduce the construction period under the condition of ensuring the bearing strength of the supporting node. And the thickness of the main connecting plate can be calculated by a formula in the invention, so that the value taking only by experience is avoided, the waste of materials can be reduced, and the economy of the connecting plate is ensured.
In the invention, the cover plate and the vertical support plate contribute to the force transmitted to the main connecting plate by the branch support, reduce the plastic deformation of the column wall, and remove the great influence of the cover plate and the vertical plate on the stress and deformation of the node; the cover plate is arranged independently, so that the deformation of the column wall is better reduced compared with the vertical plate arranged independently; two column wall flitch plates at the flange height position on the beam have limited effect on the node performance and can be removed.
For the novel steel frame-support connection node design, the invention further provides the calculation processing of the thickness t of the main connection plate.
The thickness t of the main connecting plate is respectively calculated according to the following formula, and then the obtained larger value is taken:
in the formula:
t 1-representing a first thickness of the main web;
Ab-the cross-sectional area of the support cross-section;
Ap-the cross-sectional area of the cover plate;
b-support cross-sectional width;
l is the connecting length of the supporting section and the main connecting plate;
alpha is the included angle between the supporting section and the beam axis;
fyb-yield strength of the support section steel;
fyp-yield strength of the main joint plate steel;
the support of the main connecting plate can be prevented from yielding in tension by the formula.
In the formula:
t 2-representing a second thickness of the main web;
s1The length of the horizontal bending line of the instability of the main connecting plate is the horizontal vertical distance from the lower edge of the lower end sealing plate of the supporting section to the other end of the main connecting plate;
s2the length of the vertical bending line of the instability of the main connecting plate is the vertical distance from the upper edge of the lower end sealing plate of the support section to the upper end of the main connecting plate;
s3the length of the centre line of the main web, i.e. the vertical distance from the midpoint of the depth side of the support section inserted into the chute to the upper flange of the beam.
The support instability of the main connecting plate can be avoided through the formula.
The invention has the beneficial effects that: by adopting the design of the wide steel column support connection node, the design result can ensure that the force transmission of the node is reliable, the bearing capacity, the ductility and the energy consumption capacity of the node can meet the requirement of anti-seismic design, and the safety and the reliability of the whole structure are effectively improved; in addition, the novel node design reduces the workload of field welding, thereby reducing uncertain factors brought by field construction; the convex column problem of the steel structure house is solved, and the use and development of the wide steel column in the field of steel structures are promoted; in addition, the invention provides a method for calculating the thickness of the main connecting plate, which avoids the defect that the thickness of the main connecting plate is determined by experience, and after calculation, the thickness of the main connecting plate can be controlled in a reasonable range, thereby reducing the steel consumption of a node area. The invention can be widely applied to various buildings which select wide steel pipe concrete columns as vertical supporting members.
Drawings
Fig. 1 is a node design structure diagram of embodiment 1 of the present invention;
fig. 2 is a node design structure diagram according to embodiment 2 of the present invention;
fig. 3 is a node design structure diagram according to embodiment 3 of the present invention;
FIG. 4 is a node design structure diagram according to embodiment 4 of the present invention;
FIG. 5 is a node design structure diagram according to embodiment 5 of the present invention;
fig. 6 is a PEEQ equivalent plastic strain cloud diagram of embodiment 1 of the present invention.
In the figure: the steel beam comprises a wide steel column (1), a beam (2), a main connecting plate (3), horizontal stiffening ribs (4), flitch plates (5), cover plates (6), a supporting section (7) and vertical plates (8).
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
The examples of the invention are as follows:
example 1
The node comprises a wide steel column 1, a beam 2, a main connecting plate 3, a horizontal stiffening rib 4, a flitch 5 and a supporting section 7, wherein the wide steel column 1 is connected with the beam 2, and the end part of the beam 2 is connected with the outer wall surface of the wide steel column 1 through the main connecting plate 3; wherein the bottom level of the beam is aligned with the bottom end of the main connection plate.
As shown in fig. 1-5, the main connecting plate 3 is vertically arranged, one end of the main connecting plate is welded and fixed with the outer wall surface of the wide steel column 1, the other end of the main connecting plate is welded and fixed with the end part of the beam 2, and the web plates of the main connecting plate 3 and the beam 2 are positioned on the same vertical plane; horizontal stiffening ribs 4 are welded on two side faces of the upper end and the lower end of a main connecting plate 3 where the upper flange and the lower flange of the beam 2 are at the same height, namely four horizontal stiffening ribs are added at the two sides of the main connecting plate 3 and the upper flange and the lower flange of the beam 2 at the same height, and the horizontal stiffening ribs 4 and the upper flange/the lower flange of the beam 2 are positioned on the same horizontal plane. The junction between the main connecting plate 3 and the outer wall surface of the wide steel column 1 is provided with a flitch 5, one part of the flitch 5 is welded on the outer wall surface of the wide steel column 1, and the other part is welded on the horizontal stiffening rib 4 of the main connecting plate 3.
The upper end of the main connecting plate 3 is highly protruded above the beam 2, the part of the upper end of the main connecting plate 3, which protrudes above the beam 2, is square, the part of the upper end of the main connecting plate 3, which protrudes above the beam 2, is provided with chutes with an inclination angle of 45 degrees, the chutes penetrate through two side faces of the main connecting plate 3, and the chutes, the wide steel column 1 and the beam 2 are arranged in an angle of 45 degrees. The lower end of the supporting section 7 is also obliquely inserted into the chute at an inclination angle of 45 degrees and is welded and fixed with the main connecting plate 3, and the upper end of the supporting section 7 is connected with a member in the upper layer of beam column structure; the shrouding has been arranged to support cross-section 7 lower extreme, and the shrouding welded fastening is in support cross-section 7 lower extreme for support cross-section 7 lower extreme seals.
The shrouding size is greater than the terminal surface size under the support cross-section 7 for behind the shrouding protrusion support cross-section 7 terminal surface and the welding of main connecting plate 3.
A cover plate 6 is fixedly welded at the upper end of the main connecting plate 3, the cover plate 6 is arranged parallel to the flange of the beam 2, and two sides of the cover plate 6 symmetrically protrude out of the main connecting plate 3.
In a specific implementation, the chute penetrates through the cover plate 6 and the vertical plate 8.
The web of 2 tip on roof beam has the reinforcing plate through bolted connection, and the reinforcing plate welds to the vertical plate 8 of the main connecting plate 3 other end or the main connecting plate 3 other end.
The support section 7 is embodied as a steel column structure. The supporting section 7 is divided into an upper section and a lower section, the upper section and the lower section are coaxially and fixedly connected through a connecting piece, the lower section is obliquely inserted into the chute and is welded and fixed with the main connecting plate 3 when being prefabricated in a factory, and the upper section is fixedly connected to the lower section through the connecting piece when being processed on site.
Example 2
As shown in fig. 2, 2 panels 5 welded to the central horizontal stiffener 4 of the main web 3 in the steel frame-support joint embodiment 1 of the present invention are removed.
Example 3
As shown in fig. 3, the cover plate 6 welded to the upper section of the main connecting plate 3 and the 2 flitch plates 5 welded to the side edges of the cover plate 6 in the embodiment 1 of the steel frame-support connecting node of the invention are removed.
Example 4
As shown in fig. 4, on the basis of embodiment 3, the vertical plate 8 between the beam 2 and the main connecting plate 3 is removed.
Example 5
As shown in fig. 5, on the basis of embodiment 2, the vertical plate 8 between the beam 2 and the main connecting plate 3 is removed.
In the research experiment of the thickness of the plate at the node, the thickness of different main connecting plates is found to have great influence on the elastic bearing capacity of the node and the plastic deformation of the wall column, and the invention further provides a calculation setting mode of the thickness t of the main connecting plate.
After the thickness t of the main connecting plate 3 is respectively calculated according to the following formula, the obtained larger value is taken:
in the formula:
t1 — representing the first thickness of the main web 3;
Abthe cross-sectional area of the support section 7;
Apthe cross-sectional area of the cover plate 6;
b-support section 7 width;
l-the length of the connection of the support section 7 to the main connection plate 3;
alpha is the included angle between the supporting section 7 and the axis of the beam 2;
fyb-yield strength of the steel of the support section 7;
fypthe yield strength of the steel of the main connecting plate 3.
In the formula:
t2 — representing the second thickness of the main web 3;
s1The length of the unstable horizontal bending line of the main connecting plate 3 is the horizontal vertical distance from the lower edge of the lower end sealing plate of the support section 7 to the other end of the main connecting plate 3;
s2the length of the unstable vertical bending line of the main connecting plate 3 is the vertical distance from the upper edge of the lower end sealing plate of the support section 7 to the upper end of the main connecting plate 3;
s3the length of the centre line of the main web 3, i.e. the vertical distance from the midpoint of the depth side of the support section 7 inserted into the chute to the upper flange of the beam 2.
In the process of calculating the thickness t of the main connecting plate, when the tensile yielding of the node is considered, the following parameters are required to be known: supporting cross-sectional area AbCover plate cross-sectional area ApThe width b of the supporting section, the connection length l of the support and the main connecting plate, the included angle alpha between the supporting section and the axis of the steel beam and the yield strength f of the steel of the plate with the supporting sectionybYield strength f of main connecting plate steelyp. When considering node voltage instability, the following parameters need to be known: stability factor of support cross section
Stability factor of main connection plate
(values according to b-type section, corresponding slenderness ratio is lambda1＝2.77s3T) length of bending line of instability of main connecting plate s1,s2Length s of the center line of the pressure plate member3(as shown in fig. 1). And substituting the parameters into calculation according to the stress condition of the node to obtain the thickness t of the reinforcing plate.
The test cases were carried out as follows:
selecting embodiment 1 to model in ABAQUS finite element analysis software, wherein a rectangular steel pipe with a supporting section of 160mm multiplied by 10mm is selected, a steel plate with a cover plate of 600mm multiplied by 160mm multiplied by 10mm is selected, the connecting length of the supporting and the main connecting plate is 208.6mm, the included angle between the supporting and the axis of the steel beam is 45 degrees, and the yield strength of the supporting steel and the main connecting plate is 345N/mm2. Substituting into the formula, the thickness t of the main connecting plate is 16mm when the tensile yielding state of the node part is considered.
In the model, the length s of the buckling line of the main connecting plate is unstable1,s2201.13mm and 211.995mm, respectively, the median length s of the pressure plate3Is 151.934mm, and the slenderness ratio lambda of the main connecting plate1Can be formed by1＝2.77s3The expression of t which can be included in the formula (3) is calculated as/t,
The expression of t can be obtained by the formula (5), and the value of the thickness t of the main connecting plate can be calculated to be about 2.7mm by combining calculation<16mm, i.e. the selected thickness of the main connection plate is 16 mm.
When the lambda is less than or equal to 0.215,
when the lambda is greater than 0.215,
wherein f isyThe steel yield strength is represented, the steel elastic modulus is represented by E, the slenderness ratio of the component is represented by lambda, the calculation formula is formula (3), wherein the slenderness ratio of the supporting section 7 is less than 0.215, the stability coefficient of the supporting section is calculated by selecting formula (4), and the slenderness ratio of the main connecting plate 3 is greater than 0.215, so the stability coefficient of the main connecting plate is calculated by selecting formula 5.
The stability factor is indicated. This process is a sheet thickness calculation process.
And establishing a node model according to the calculated thickness t of the main connecting plate, namely 16mm, and carrying out finite element analysis on the whole node model to obtain a PEEQ equivalent plastic strain cloud diagram of the node model, wherein a white area represents that no obvious plastic strain exists, and a black area represents that a plastic strain occurs. As shown in fig. 4, the plastic strain region of the node model mainly occurs at the upper end portion of the support section, and no significant plastic strain occurs in the node connection region. Therefore, the joint meets the requirements of connection design and the like, the force transmission of the joint is reliable, compared with the prior art, the joint structure of the steel frame and the support is simplified, and the joint can be widely applied to the connection design of the steel frame and the support. The invention can perfectly solve the value problem of the thickness t of the main connecting plate.
The embodiments described in this specification are merely examples of implementation forms of the connection node, and the scope of the present invention should not be considered limited to the specific forms set forth in the embodiments, but also equivalent technical means that can be conceived by those skilled in the art according to the inventive concept.
Claims (8)
1. The utility model provides a steel frame-supports connected node based on main connecting plate thickness design, includes wide steel column (1) and roof beam (2), connects its characterized in that between wide steel column (1) and roof beam (2): the steel beam is characterized by further comprising a main connecting plate (3), horizontal stiffening ribs (4), flitch plates (5) and a supporting section (7), wherein the end part of the beam (2) is connected with the outer wall surface of the wide steel column (1) through the main connecting plate (3); the main connecting plate (3) is vertically arranged, one end of the main connecting plate is welded and fixed with the outer wall surface of the wide steel column (1), the other end of the main connecting plate is welded and fixed with the end part of the beam (2), and the web plates of the main connecting plate (3) and the beam (2) are positioned on the same vertical plane; horizontal stiffening ribs (4) are welded on two side faces of the upper end and the lower end of the main connecting plate (3) where the upper flange and the lower flange of the beam (2) are at the same height, and the horizontal stiffening ribs (4) and the upper flange/the lower flange of the beam (2) are positioned on the same horizontal plane; a flitch (5) is arranged at the joint between the main connecting plate (3) and the outer wall surface of the wide steel column (1), one part of the flitch (5) is welded on the outer wall surface of the wide steel column (1), and the other part of the flitch is welded on a horizontal stiffening rib (4) of the main connecting plate (3); the upper end of the main connecting plate (3) protrudes above the beam (2), a chute with an inclination angle of 45 degrees is arranged in the part of the upper end of the main connecting plate (3) protruding above the beam (2), the lower end of the supporting section (7) is also obliquely inserted into the chute with the inclination angle of 45 degrees and is welded and fixed with the main connecting plate (3), and the upper end of the supporting section (7) is connected with an external component; the lower end of the support section (7) is provided with a sealing plate, and the sealing plate is welded and fixed on the lower end surface of the support section (7) so that the lower end of the support section (7) is closed.
2. A steel frame-support connection node designed based on the thickness of a main connection plate according to claim 1, wherein: the chutes, the wide steel columns (1) and the beams (2) are arranged at 45-degree angles.
3. A steel frame-support connection node designed based on the thickness of a main connection plate according to claim 1, wherein: the size of the sealing plate is larger than that of the lower end face of the support section (7), so that the sealing plate protrudes out of the lower end face of the support section (7) and then is welded and fixed with the main connecting plate (3).
4. A steel frame-support connection node designed based on the thickness of a main connection plate according to claim 1, wherein: the upper end of the main connecting plate (3) is fixedly welded with a cover plate (6), and the cover plate (6) is arranged in parallel to the flange of the beam (2).
5. A steel frame-support connection node designed based on the thickness of a main connection plate according to claim 1, wherein: the beam-type connecting structure is characterized in that a vertical plate (8) is fixedly welded between the other end of the main connecting plate (3) and the beam (2), one end face of the vertical plate (8) is welded and fixed with the other end of the main connecting plate (3), and the other end face of the vertical plate (8) is welded and fixed with the end of the beam (2).
6. A steel frame-support connection node designed based on the thickness of a main connection plate according to claim 1, wherein: the web plate at the end part of the beam (2) is connected with a reinforcing plate through a bolt, and the reinforcing plate is welded to the other end of the main connecting plate (3) or the vertical plate (8) at the other end of the main connecting plate (3).
7. A steel frame-support connection node designed based on the thickness of a main connection plate according to claim 1, wherein: the support section (7) is divided into an upper section and a lower section, the lower section is obliquely inserted into the chute and is welded and fixed with the main connecting plate (3) when being prefabricated in a factory, and the upper section is fixedly connected to the lower section through a connecting piece when being processed on site.
8. A steel frame-support connection node designed based on the thickness of a main connection plate according to claim 1, wherein: after the thickness t of the main connecting plate (3) is respectively calculated according to the following formula, taking the obtained larger value:
in the formula:
t1 — representing the first thickness of the main web (3);
Ab-the cross-sectional area of the support cross-section (7);
Ap-the cross-sectional area of the cover plate (6);
b-width of the support section (7);
l is the connecting length of the supporting section (7) and the main connecting plate (3);
alpha is the included angle between the supporting section (7) and the axis of the beam (2);
fybsupport section(7) Yield strength of the steel;
fyp-yield strength of the steel of the main connection plate (3);
in the formula:
t2 — representing the second thickness of the main web (3);
s1the length of the unstable horizontal bending line of the main connecting plate (3) is the horizontal vertical distance from the lower edge of the lower end sealing plate of the supporting section (7) to the other end of the main connecting plate (3);
s2the length of the unstable vertical bending line of the main connecting plate (3) is the vertical distance from the upper edge of the lower end sealing plate of the supporting section (7) to the upper end of the main connecting plate (3);
s3the length of the centre line of the main web (3), i.e. the vertical distance from the midpoint of the depth side of the support section (7) inserted into the chute to the upper flange of the beam (2).
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| CN202111085600.9A CN113833111B (en) | 2021-09-16 | 2021-09-16 | Steel frame-support connection node based on main connection board thickness design |
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Citations (6)
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| US20030208985A1 (en) * | 1995-04-11 | 2003-11-13 | Allen Clayton J. | Steel frame stress reduction connection |
| CN101260692A (en) * | 2008-04-11 | 2008-09-10 | 广厦建设集团有限责任公司 | Bearing force-free anti-knock steel support system |
| CN204551758U (en) * | 2015-04-15 | 2015-08-12 | 云南建工钢结构有限公司 | For the sticking board type mental node that girder steel, bracing members are connected with Flat steel pipe concrete column |
| CN105064527A (en) * | 2015-08-13 | 2015-11-18 | 济南大学 | Steel ring shock absorption and energy dissipation supporting system and design method |
| CN109779038A (en) * | 2019-01-16 | 2019-05-21 | 杭州铁木辛柯建筑结构设计事务所有限公司 | A kind of band-like heavier-duty node based on stiffening plate thickness design |
| CN113137104A (en) * | 2021-04-14 | 2021-07-20 | 国核电力规划设计研究院有限公司 | K-type eccentric supporting structure system |
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- 2021-09-16 CN CN202111085600.9A patent/CN113833111B/en active Active
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20030208985A1 (en) * | 1995-04-11 | 2003-11-13 | Allen Clayton J. | Steel frame stress reduction connection |
| CN101260692A (en) * | 2008-04-11 | 2008-09-10 | 广厦建设集团有限责任公司 | Bearing force-free anti-knock steel support system |
| CN204551758U (en) * | 2015-04-15 | 2015-08-12 | 云南建工钢结构有限公司 | For the sticking board type mental node that girder steel, bracing members are connected with Flat steel pipe concrete column |
| CN105064527A (en) * | 2015-08-13 | 2015-11-18 | 济南大学 | Steel ring shock absorption and energy dissipation supporting system and design method |
| CN109779038A (en) * | 2019-01-16 | 2019-05-21 | 杭州铁木辛柯建筑结构设计事务所有限公司 | A kind of band-like heavier-duty node based on stiffening plate thickness design |
| CN113137104A (en) * | 2021-04-14 | 2021-07-20 | 国核电力规划设计研究院有限公司 | K-type eccentric supporting structure system |
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| CN113833111B (en) | 2022-12-23 |
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