Connecting joint of long rectangular steel reinforced concrete column and steel reinforced concrete beam and design method

Abstract

The invention relates to a long rectangular steel reinforced concrete column and steel reinforced concrete beam connecting joint and a design method. The long rectangular steel reinforced concrete column and steel reinforced concrete beam connecting joint comprises a steel reinforced concrete column arranged in the vertical direction, a steel reinforced concrete beam arranged in the horizontal direction, a section steel assembly located in a joint area, connecting section steel, reinforcing steel bars and concrete. The profile steel assembly comprises a first web plate, a second web plate and two flange plates which are welded and fixed, the first web plate and the second web plate are vertically arranged and are perpendicular to each other, and the two flange plates are arranged on the two sides of the second web plate correspondingly; the connecting profile steel comprises a third web and two connecting flanges located at the upper end and the lower end of the third web. The first web is welded with a flange of in-column profile steel arranged in the steel reinforced concrete column, the connecting profile steel is welded with a flange plate, in-beam profile steel arranged in the steel reinforced concrete beam is in bolt welding equal-strength connection with the connecting profile steel, and the second web is arranged parallel to the axial direction of the steel reinforced concrete beam; the problems that the built-in profile steel of the beam column cannot be directly connected and the shear bearing capacity of a node core area is insufficient due to the fact that the beam is flush with the column edge are solved.

Description

Technical Field

[0001] The invention relates to the field of building structures, and in particular to a connection node between a long rectangular steel-concrete column and a steel-concrete beam and a design method thereof. Background Art

[0002] When the length and width of a super high-rise building are relatively large, a long rectangular steel-concrete column is often used to improve the structural stiffness in the short side direction and make the structural stiffness of the two main axes of the structure consistent. At the same time, in order to meet the functional requirements of the building and ensure the interior decoration effect as much as possible, the outer edge beams need to be flush with the outer edges of the columns.

[0003] When the long rectangular steel-concrete column and the steel-concrete beam are at the edge of the beam and column, the built-in steel of the steel beam does not correspond to the built-in steel of the long rectangular steel-concrete column, and the built-in steel of the beam and column cannot be directly connected; at the same time, the edge of the beam and column causes the built-in steel of the steel column to deviate from the center line of the steel-concrete beam, and the built-in steel of the steel column does not contribute to the shear bearing capacity of the node, and the large eccentricity of the beam and column causes the effective shear section of the core area of ​​the node to be reduced. At this time, the shear bearing capacity of the core area of ​​the node is much lower than that of the reinforced concrete column with the same cross-section that does not include the built-in steel of the steel column, and the shear bearing capacity of the core area of ​​the node is seriously insufficient. Based on the above problems, the present invention proposes a connection node and design method for a long rectangular steel-concrete column and a steel-concrete beam based on the basic principles of the force mechanism and shear bearing capacity calculation formula of the eccentric connection node between the long rectangular steel-concrete column and the steel-concrete beam, and solves the problem that the built-in steel of the beam and column cannot be directly connected due to the edge of the beam and column and the shear bearing capacity of the core area of ​​the node is insufficient. Summary of the invention

[0004] The purpose of the present invention is to provide a connection node between a long rectangular steel-concrete column and a steel-concrete beam, so as to solve the problem that the built-in steel sections of the beam and column cannot be directly connected due to the flat edge of the beam and the column and the shear bearing capacity of the core area of ​​the node is insufficient.

[0005] The technical solution of the present invention to solve the above technical problems is as follows: A connection node between a long rectangular steel-concrete column and a steel-concrete beam, characterized in that it comprises a steel-concrete column arranged in a vertical direction, a steel-concrete beam arranged in a horizontal direction, a steel component located in a node area, connecting steel, steel bars and concrete; The steel section assembly comprises a first web, a second web and two flange plates which are welded and fixed, wherein the first web and the second web are arranged vertically and perpendicular to each other, and the two flange plates are arranged on both sides of the second web respectively; the connecting steel section comprises a third web and two connecting flanges located at the upper and lower ends of the third web; The first web is welded to the flange of the steel-concrete column, the connecting steel is welded to the flange, the steel-concrete beam is strongly connected to the connecting steel by bolt welding, and the second web is arranged parallel to the axial direction of the steel-concrete beam; Among them, the thickness of the second web t w and effective section width of the node area b j Satisfies the following formulas (1) and (2): (1) (2) Where: V ｊ is the design value of node shear force; V ｊu is the shear bearing capacity of the node; b j is the effective section width of the node; h c It is the section height of the steel-concrete column parallel to the axial direction of the steel-concrete beam; f t is the design value of tensile strength of concrete in the node area; f yv is the tensile strength of stirrups in the node area; A svj is the effective section width of the node area b j The sum of the cross-sectional areas of each steel bar in the same cross section of the stirrup within the range, that is A svj = nA svj1 , n is the number of stirrups in the same section, A svj1 is the cross-sectional area of ​​a single stirrup; h b0 is the effective height of the steel concrete beam; a ' s It is the distance from the resultant force point of the longitudinal compression reinforcement of the steel-concrete beam to the near side of the section; s is the vertical spacing of stirrups in the node area; f a is the design value of tensile strength of the second web; t w is the thickness of the second web; h w is the height of the second web; b b is the width of the steel concrete beam; Gamma REis the seismic adjustment coefficient of bearing capacity, which is taken as 1.0 in non-seismic conditions; The thickness of the flange plate of the steel section assembly is calculated according to the following formula (3): (3) Where: M c a The bending bearing capacity of the I-shaped steel structure composed of the second web plate and two flange plates in the steel assembly; M b a is the bending bearing capacity of the steel section in the beam; W c The section resistance moment of the I-shaped steel structure composed of the second web plate and the two flange plates 33; f ac is the design value of tensile strength of steel components; W b is the section resistance moment of the steel section in the beam; f ab It is the design value of tensile strength of steel section in beam.

[0006] Compared with the prior art, the technical solution of this application has the following beneficial technical effects: The beam-column node provided by the present application is strongly connected by welding the first web to the flange of the steel section built into the column of the steel-concrete column, welding the connecting steel to the flange plate, bolting and welding the steel section built into the beam of the steel-concrete beam to the connecting steel, and the second web is arranged parallel to the axial direction of the steel-concrete beam; the problem that the built-in steel sections of the beam and the column cannot be directly connected due to the flat edge of the beam and the insufficient shear bearing capacity of the core area of ​​the node is solved.

[0007] Based on the above technical solution, the present invention can also be improved as follows.

[0008] Furthermore, the thickness of the second web is determined according to the web height-to-thickness ratio limit in the specification, and the minimum thickness is not less than 12 mm.

[0009] Furthermore, an upper horizontal diaphragm and a lower horizontal diaphragm are provided on the steel assembly and the steel-concrete column inner steel. The upper horizontal diaphragm and the lower horizontal diaphragm are respectively arranged at the same height as the upper flange and the lower flange of the beam inner steel of the steel-concrete beam. The upper horizontal diaphragm and the lower horizontal diaphragm are both provided with a plurality of concrete pouring exhaust holes.

[0010] Furthermore, the upper end of the steel section assembly extends upward beyond the upper surface of the upper horizontal diaphragm by no less than 600 mm, and the lower end extends downward beyond the lower surface of the lower horizontal diaphragm by no less than 600 mm.

[0011] Furthermore, the heights of the upper and lower ends of the connecting steel and the width of the connecting flange are consistent with the inner steel of the beam, the thickness of the third web and the thickness of the connecting flange are not less than 1.2 times the corresponding web thickness and flange thickness of the inner steel of the beam, and the axial length of the connecting steel is not less than the cross-sectional height of the connecting steel and is not less than 600 mm.

[0012] Furthermore, a plurality of first steel-concrete column stirrup through holes and first steel-concrete beam longitudinal reinforcement through holes are arranged on the first web, and a plurality of steel-concrete beam longitudinal reinforcement connecting sleeves or connecting plates are arranged on the two flange plates; a plurality of second steel-concrete column stirrup through holes are arranged on the third web, and 1 to 2 second steel-concrete column longitudinal reinforcement through holes are arranged on the two connecting flanges.

[0013] Furthermore, the longitudinal reinforcement of the steel-concrete column within the width of the connecting flange passes through the second longitudinal reinforcement through hole of the steel-concrete column on the connecting flange; the stirrups of the steel-concrete column parallel to the axial direction of the steel-concrete beam are within the effective section width. b j The first steel-concrete column stirrup through-hole is passed directly inside, and the other steel-concrete column stirrups are arranged with oblique reinforcement and structural reinforcement to achieve the longitudinal reinforcement being pulled one by one.

[0014] Furthermore, the top reinforcement and bottom reinforcement of the steel-concrete beam within the width range of the flange plate are connected to the flange plate through a connecting sleeve or a connecting plate, the top reinforcement and bottom reinforcement of the steel-concrete beam near the center side of the column outside the width range of the flange plate directly pass through the first steel-concrete beam longitudinal reinforcement through-hole, and the top reinforcement and bottom reinforcement of the steel-concrete beam near the side of the column outside the width range of the flange plate directly pass through the steel-concrete column; the waist reinforcement of the steel-concrete beam near the center side of the column extends to the first web and then bends 15 times the diameter of the waist reinforcement, and the waist reinforcement of the steel-concrete beam near the side of the column passes through the steel-concrete column.

[0015] The present application also provides a method for designing a connection node between a long rectangular steel-concrete column and a steel-concrete beam, which is used for designing a connection node between the long rectangular steel-concrete column and the steel-concrete beam, and comprises the following steps: 1) The first web of the steel assembly is welded to the flange of the steel-concrete column, the connecting steel is welded to the flange of the steel assembly, the steel-concrete beam is bolted to the connecting steel, etc., wherein the second web is arranged parallel to the axial direction of the steel-concrete beam, and then the steel bars are tied on site and concrete is poured; 2) Thickness of the first web t w and effective section width of the node area b j Satisfies the following formulas (1) and (2): (1) (2) V ｊ is the design value of node shear force; V ｊu is the shear bearing capacity of the node; b j is the effective section width of the node; h c It is the section height of the steel-concrete column parallel to the axial direction of the steel-concrete beam; f t is the design value of tensile strength of concrete in the node area; f yv is the tensile strength of stirrups in the node area; A svj is the effective section width of the node area b j The sum of the cross-sectional areas of each steel bar in the same cross section of the stirrup within the range, that is A svj = nA svj1 , n is the number of stirrups in the same section, A svj1 is the cross-sectional area of ​​a single stirrup; h b0 is the effective height of the steel concrete beam; a ' s It is the distance from the resultant force point of the longitudinal compression reinforcement of the steel-concrete beam to the near side of the section; s is the vertical spacing of stirrups in the node area; f a is the design value of tensile strength of the second web; t w is the thickness of the second web; h w is the height of the second web; b b is the width of the steel concrete beam; Gamma RE is the seismic adjustment coefficient of bearing capacity, which is taken as 1.0 in non-seismic conditions; The thickness of the flange plate of the steel component is calculated according to the following formula (3): (3) Where: M c a The bending bearing capacity of the I-shaped steel structure composed of the second web plate and two flange plates in the steel assembly; M ba is the bending bearing capacity of the steel section in the beam; W c The section resistance moment of the I-shaped steel structure composed of the second web plate and the two flange plates 33; f ac is the design value of tensile strength of steel components; W b is the section resistance moment of the steel section in the beam; f ab is the design value of tensile strength of the steel section in the beam; 3) The steel components and the steel-concrete columns are provided with upper horizontal diaphragms and lower horizontal diaphragms, the upper horizontal diaphragms and the lower horizontal diaphragms are respectively provided at the same height as the upper flange and the lower flange of the beam steel built into the steel-concrete beam, and the upper horizontal diaphragms and the lower horizontal diaphragms are both provided with a plurality of concrete pouring exhaust holes; 4) The upper end of the steel section assembly extends upwards beyond the upper surface of the upper horizontal diaphragm by no less than 600 mm, and the lower end extends downwards beyond the lower surface of the lower horizontal diaphragm by no less than 600 mm; 5) The heights of the upper and lower ends of the connecting steel and the width of the connecting flange are consistent with the inner steel of the beam, the thickness of the third web and the thickness of the connecting flange are not less than 1.2 times the thickness of the web and flange of the corresponding inner steel of the beam, and the axial length of the connecting steel is not less than the cross-sectional height of the connecting steel and not less than 600mm; 6) A plurality of first steel-concrete column stirrup through holes and first steel-concrete beam longitudinal reinforcement through holes are arranged on the first web, and a plurality of steel-concrete beam longitudinal reinforcement connecting sleeves or connecting plates are arranged on the two flange plates; a plurality of second steel-concrete column stirrup through holes are arranged on the third web, and 1 to 2 second steel-concrete column longitudinal reinforcement through holes are arranged on the two connecting flanges.

[0016] 7) The longitudinal reinforcement of the steel-concrete column within the width of the connecting flange passes through the second longitudinal reinforcement hole of the steel-concrete column on the connecting flange; the stirrups of the steel-concrete column parallel to the axial direction of the steel-concrete beam are within the effective section width. b j The first steel-concrete column stirrup through-hole is passed directly inside, and the other steel-concrete column stirrups are arranged with oblique reinforcement and structural reinforcement to achieve the longitudinal reinforcement being pulled one by one.

[0017] 8) The top reinforcement and bottom reinforcement of the steel-concrete beam within the width range of the flange plate are connected to the flange plate through connecting sleeves or connecting plates. The top reinforcement and bottom reinforcement of the steel-concrete beam near the center side of the column outside the width range of the flange plate directly pass through the first steel-concrete beam longitudinal reinforcement through-hole, and the top reinforcement and bottom reinforcement of the steel-concrete beam near the side of the column outside the width range of the flange plate directly pass through the steel-concrete column; the waist reinforcement of the steel-concrete beam near the center side of the column extends to the first web and then bends 15 times, the waist reinforcement diameter, and the waist reinforcement of the steel-concrete beam near the side of the column passes through the steel-concrete column. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Picture 1 It is a plan view schematic diagram of the connection node of the present invention; Picture 2 for Picture 1 AA section view; Picture 3 A three-dimensional schematic diagram of the internal steel structure connection of the connection node of the present invention; Markings in the figure: 1. Steel-concrete column, 2. Steel-concrete beam, 21. Steel in beam, 3. Steel assembly, 4. Connecting steel, 5. Steel in column, 31. First web, 32. Second web, 33. Flange plate, 41. Third web, 42. Connecting flange, 51. Steel flange in column, 52. Steel web in column, 6. Horizontal diaphragm, 61. Upper horizontal diaphragm, 62. Lower horizontal diaphragm, 7. Concrete pouring exhaust hole, 81. Through hole for stirrups of first steel-concrete column, 82. Through hole for longitudinal reinforcement of first steel-concrete beam, 83. Through hole for stirrups of second steel-concrete column, 84. Through hole for longitudinal reinforcement of second steel-concrete column, 9. Connecting sleeve or connecting plate. DETAILED DESCRIPTION

[0019] In order to facilitate understanding of the present application, the present application will be described more fully below with reference to the relevant drawings. Embodiments of the present application are provided in the drawings. However, the present application can be implemented in many different forms and is not limited to the embodiments described herein. On the contrary, the purpose of providing these embodiments is to make the disclosure of the present application more thorough and comprehensive.

[0020] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as those commonly understood by those skilled in the art to which this application belongs. The terms used herein in the specification of this application are only for the purpose of describing specific embodiments and are not intended to limit this application.

[0021] It will be appreciated that spatial relationship terms such as "under", "beneath", "below", "under", "above", "above", etc., may be used herein to describe the relationship of an element or feature shown in the figures to other elements or features. It will be appreciated that, in addition to the orientations shown in the figures, spatial relationship terms also include different orientations of the device in use and operation. For example, if the device in the accompanying drawings is flipped, an element or feature described as "under other elements" or "under it" or "under it" will be oriented as "on" the other elements or features. Thus, the exemplary terms "under" and "under" may include both upper and lower orientations. In addition, the device may also include additional orientations (e.g., rotated 90° or other orientations), and the spatial descriptors used herein are interpreted accordingly.

[0022] It should be noted that when an element is considered to be "connected" to another element, it can be directly connected to the other element, or connected to the other element through an intermediate element. The "connection" in the following embodiments should be understood as "electrical connection", "communication connection", etc. if the connected circuits, modules, units, etc. have electrical signals or data transmission between each other.

[0023] When used herein, the singular forms "a", "an", and "said / the" may also include plural forms, unless the context clearly indicates otherwise. It should also be understood that the terms "include / comprise" or "have" etc. specify the presence of stated features, wholes, steps, operations, components, parts or combinations thereof, but do not exclude the possibility of the presence or addition of one or more other features, wholes, steps, operations, components, parts or combinations thereof.

[0024] See also Picture 1 , Picture 2 and Picture 3 A connection node between a long rectangular steel-concrete column and a steel-concrete beam comprises a steel-concrete column 1 arranged in a vertical direction, a steel-concrete beam 2 arranged in a horizontal direction, a steel component 3 located in the vertical direction of the node area, a connecting steel 4 in the horizontal direction of the node area, and a plurality of steel bars and cast-in-place concrete in the node area.

[0025] The steel section assembly 3 is formed by welding a first web 31, a second web 32, and two flange plates 33 together; the first web 31 and the second web 32 are vertically arranged and perpendicular to each other, and the two flange plates 33 are respectively arranged on both sides of the second web 32; the connecting steel section 4 includes a third web 41 and two connecting flanges 42 located at the upper and lower ends of the third web 42.

[0026] The inner column steel 5 built into the steel-concrete column 1 includes an inner column steel web 52 and an inner column steel flange 51, wherein the first web 31 is welded to the inner column steel flange 51 of the inner column steel 5 built into the steel-concrete column 1, the connecting steel 4 is welded to the flange plate 33, and the inner beam steel 21 built into the steel-concrete beam 2 is strongly connected to the connecting steel 4 by bolt welding.

[0027] The thickness of the second web 32 t w and effective section width of the node area b j Satisfies the following formulas (1) and (2): (1) (2) Where: V ｊ is the design value of node shear force; V ｊu is the shear bearing capacity of the node; b j is the effective section width of the node; h c is the cross-sectional height of the steel-concrete column 1 parallel to the axial direction of the steel-concrete beam 2; f t is the design value of tensile strength of concrete in the node area; f yv is the tensile strength of stirrups in the node area; A svj is the effective section width of the node area b j The sum of the cross-sectional areas of each steel bar in the same cross section of the stirrup within the range, that is A svj =nA svj1 , n is the number of stirrups in the same section, A svj1 is the cross-sectional area of ​​a single stirrup; h b0 is the effective height of the steel concrete beam 2; a ' s is the distance from the resultant force point of the longitudinal compression reinforcement of steel concrete beam 2 to the near side of the section; s is the vertical spacing of stirrups in the node area; f a is the design value of the tensile strength of the second web 32; t w is the thickness of the second web 32; h w is the height of the second web 32; bb is the width of the steel concrete beam 2; Gamma RE It is the seismic adjustment coefficient of bearing capacity, which is taken as 1.0 in non-seismic conditions.

[0028] The thickness of the flange plate 33 of the steel component 3 is calculated according to the following formula (3): (3) Where: M c a is the bending bearing capacity of the I-shaped steel structure composed of the second web 32 and the two flange plates 33 in the steel assembly; M b a is the bending bearing capacity of the steel section 21 in the beam; W c The cross-sectional resistance moment of the I-shaped steel structure composed of the second web 32 and the two flange plates 33; f ac is the design value of tensile strength of steel components; W b is the section resistance moment of the steel section 21 in the beam; f ab is the design value of tensile strength of the inner steel section 21 of the beam; The thickness of the first web 31 is determined according to the web height-to-thickness ratio limit in the specification, and the minimum thickness is not less than 12 mm.

[0029] A horizontal diaphragm 6 is arranged on the steel section assembly 3 and the inner steel section 5 of the column, which specifically includes an upper horizontal diaphragm 61 and a lower horizontal diaphragm 62. The upper horizontal diaphragm 61 and the lower horizontal diaphragm 62 are respectively arranged at the same height as the upper flange and the lower flange of the inner steel section 21 built into the steel concrete beam 2. The upper horizontal diaphragm 61 and the lower horizontal diaphragm 62 are both provided with a plurality of concrete pouring exhaust holes 7.

[0030] Specifically, the upper end of the steel component 3 extends upward beyond the upper surface of the upper horizontal transverse partition 61 by no less than 600 mm, and the lower end extends downward beyond the lower surface of the lower horizontal transverse partition 62 by no less than 600 mm.

[0031] The upper and lower end heights of the connecting steel 4 and the width of the connecting flange 42 are consistent with the inner steel 21 of the beam, the thickness of the third web 41 and the thickness of the connecting flange 42 are not less than 1.2 times the web thickness and flange thickness of the corresponding inner steel 21 of the beam, and the axial length of the connecting steel 4 is not less than the cross-sectional height of the connecting steel 4 and is not less than 600 mm.

[0032] Among them, the steel component 3 is provided with a plurality of stirrup through holes 81 of the steel concrete column 1 and a first steel concrete beam longitudinal reinforcement through hole 82 of the steel concrete beam 2 on the first web 31, and a plurality of longitudinal reinforcement connecting sleeves or connecting plates 9 of the steel concrete beam 2 are provided on the two flange plates 33 of the steel component 3; a plurality of steel concrete column stirrup through holes 83 are provided on the third web 41, and 1 to 2 longitudinal reinforcement through holes 84 of the steel concrete column 1 are provided on the two connecting flanges 4.

[0033] Preferably, the longitudinal reinforcement arrangement of the steel-concrete column 1 avoids the flange width range of the connecting steel 4 as much as possible. When the flange width of the connecting steel 4 is greater than 200 mm, it cannot be avoided. At this time, the longitudinal reinforcement within the flange width range of the connecting steel 4 directly passes through the second steel-concrete column longitudinal reinforcement through hole 84 of the connecting flange 42 of the connecting steel 4; the stirrups of the steel-concrete column 1 parallel to the axial direction of the steel-concrete beam 1 are within the effective section width. b j The first steel-concrete column stirrup through-hole 81 passes through the first web 31, and the stirrups of the remaining steel-concrete columns 1 are arranged with oblique reinforcement and structural reinforcement to achieve the longitudinal reinforcement being pulled one by one.

[0034] The top and bottom bars of the steel concrete beam 2 within the width range of the flange plate 33 are connected to the flange plate 33 through a connecting sleeve or a connecting plate 9, the top and bottom bars of the steel concrete beam 2 near the center side of the column outside the width range of the flange plate 33 directly pass through the first steel concrete column longitudinal bar through-hole 82 of the first web 31 of the steel component 3, and the top and bottom bars of the steel concrete beam 2 near the side of the column outside the width range of the flange plate 33 directly pass through the steel concrete column 1; the waist bars of the steel concrete beam 2 near the center side of the column extend to the first web 31 and then bend 15 times the diameter of the waist bars, and the waist bars of the steel concrete beam 2 near the side of the column pass through the steel concrete column 1.

[0035] The present application also discloses a design method for a connection node between a long rectangular steel concrete column and a steel concrete beam, which is used for structural design and optimization of the connection node between the long rectangular steel concrete column and the steel concrete beam, and comprises the following steps: 1) The first web 31 of the steel assembly 3 is welded to the inner steel flange 51 of the steel concrete column 1, the connecting steel 4 is welded to the flange plate 33 of the steel assembly 3, and the inner steel 21 of the steel concrete beam 2 is bolted to the connecting steel 4, wherein the second web 32 is arranged parallel to the axial direction of the steel concrete beam 2, and then the steel bars are tied on site and the concrete is poured; 2) Thickness of the second web 32 t w and effective section width of the node area b jSatisfies the following formulas (1) and (2): (1) (2) V ｊ is the design value of node shear force; V ｊu is the shear bearing capacity of the node; b j is the effective section width of the node; h c It is the section height of the steel-concrete column parallel to the axial direction of the steel-concrete beam; f t is the design value of tensile strength of concrete in the node area; f yv is the tensile strength of stirrups in the node area; A svj is the effective section width of the node area b j The sum of the cross-sectional areas of each steel bar in the same cross section of the stirrup within the range, that is A svj = nA svj1 , n is the number of stirrups in the same section, A svj1 is the cross-sectional area of ​​a single stirrup; h b0 is the effective height of the steel concrete beam; a ' s It is the distance from the resultant force point of the longitudinal compression reinforcement of the steel-concrete beam to the near side of the section; s is the vertical spacing of stirrups in the node area; f a is the design value of the tensile strength of the second web 32; t w is the thickness of the second web 32; h w is the height of the second web 32; b b is the width of the steel concrete beam 2; Gamma RE is the seismic adjustment coefficient of bearing capacity, which is taken as 1.0 in non-seismic conditions; The thickness of the flange plate 33 of the steel component 3 is calculated according to the following formula (3): (3) Where: M c a is the bending bearing capacity of the I-shaped steel structure composed of the second web 32 and the two flange plates 33 in the steel assembly;M b a is the bending bearing capacity of the steel section 21 in the beam; W c The cross-sectional resistance moment of the I-shaped steel structure composed of the second web 32 and the two flange plates 33; f ac is the design value of tensile strength of steel components; W b is the section resistance moment of the steel section 21 in the beam; f ab is the design value of tensile strength of the inner steel section 21 of the beam; 3) An upper horizontal diaphragm 61 and a lower horizontal diaphragm 62 are provided on the steel assembly 3 and the column profile 5 built into the steel concrete column 1. The upper horizontal diaphragm 61 and the lower horizontal diaphragm 62 are respectively arranged at the same height as the upper flange and the lower flange of the beam profile 21 built into the steel concrete beam 2. The upper horizontal diaphragm 61 and the lower horizontal diaphragm 62 are both provided with a plurality of concrete pouring exhaust holes 7; 4) The upper end of the steel component 3 extends upward beyond the upper surface of the upper horizontal diaphragm 61 by no less than 600 mm, and the lower end extends downward beyond the lower surface of the lower horizontal diaphragm 62 by no less than 600 mm; 5) The upper and lower end heights of the connecting steel 4 and the width of the connecting flange 42 are consistent with the inner beam steel 21, the thickness of the third web 41 and the thickness of the connecting flange 42 are not less than 1.2 times the web thickness and flange thickness of the corresponding inner beam steel 21, and the axial length of the connecting steel 4 is not less than the cross-sectional height of the connecting steel 4 and is not less than 600 mm; 6) A plurality of first steel-concrete column 1 stirrup through holes 81 and first steel-concrete beam longitudinal reinforcement through holes 82 are provided on the first web 31, and a plurality of connecting sleeves or connecting plates 9 for the steel-concrete beam longitudinal reinforcement 2 are provided on the two flange plates 33; a plurality of second steel-concrete column stirrup through holes 83 are provided on the third web 41, and 1-2 second steel-concrete column longitudinal reinforcement through holes 84 are provided on the two connecting flanges 4.

[0036] 7) The longitudinal reinforcement of the steel-concrete column within the width of the connecting flange 4 passes through the second steel-concrete column longitudinal reinforcement through hole 84 on the connecting flange 42 of the connecting steel 4; the stirrups of the steel-concrete column 1 parallel to the axial direction of the steel-concrete beam 2 are within the effective section width. bj The first steel-concrete column stirrup through-hole 81 is passed through, and the stirrups of the other steel-concrete columns 1 are arranged with oblique reinforcement and structural reinforcement to achieve the longitudinal reinforcement being pulled one by one.

[0037] 8) The top reinforcement and bottom reinforcement of the steel concrete beam 2 within the width range of the flange plate 33 are connected to the flange plate 33 through a connecting sleeve or a connecting plate 9, the top reinforcement and bottom reinforcement of the steel concrete beam 2 near the center side of the column outside the width range of the flange plate 33 directly pass through the first steel concrete beam longitudinal reinforcement through hole 82, and the top reinforcement and bottom reinforcement of the steel concrete beam 2 near the side of the column outside the width range of the flange plate 33 directly pass through the steel concrete column 1; the waist reinforcement of the steel concrete beam 2 near the center side of the column extends to the first web 31 and then bends 15 times the diameter of the waist reinforcement, and the waist reinforcement of the steel concrete beam 2 near the side of the column passes through the steel concrete column 1.

[0038] The following is a detailed explanation based on the actual construction dimensions on site: The cross-sectional dimensions of the long rectangular steel-concrete column of a super high-rise hotel-style office building are 900mm×2700mm, the cross-sectional dimensions of the built-in steel of the steel-concrete column are H1000mm×400mm×25mm×40mm, the cross-sectional dimensions of the steel-concrete beam are 600mm×800mm, the cross-sectional dimensions of the built-in steel of the steel-concrete beam are H500mm×300mm×20mm×40mm, the steel-concrete beam is flush with the edge of the steel-concrete column, the eccentricity is 1050mm, the concrete strength grade of the steel-concrete column is C50, the material of the built-in steel of the beam and column is Q355B, and the stirrups in the node area are HRB400. 。h c =900mm, b b =600mm, h b0 =760mm, a ' s =40mm, s =100mm, f t =1.89MPa, f yv =360MPa, f a =295MPa, Gamma RE =0.80, design value of shear force in node area V ｊ =9050kN.

[0039] The long rectangular steel concrete column and steel concrete beam connection node and design method provided by the present invention are adopted, and a steel component is added to the node area. The cross-sectional dimensions of the steel component are 500mm×300mm×30mm×40mm / 550mm×20mm in the shape of a mountain. The effective cross-sectional width of the node can be obtained from formula (2): b j =bb + 0.2 h c =600+0.2×900=780mm, effective section width of node area b j The sum of the cross-sectional areas of each steel bar in the same cross section of the stirrup within the range A svj =9×153.9=1385.1mm 2 , the web thickness of the steel component in the node area parallel to the axial direction of the steel concrete beam t w =30mm, web height h w =600mm, the shear bearing capacity of the node can be obtained from formula (1): V ｊu =10626kN, V ｊ =9050kN< V ｊu =10626kN, which meets the requirements of formula (1); the thickness of the flange of the steel component t f =40mm, from (3) we can get M c a / M b a =1.05, which meets the requirements of formula (3).

[0040] The beam-column node of this project adopts the long rectangular steel-concrete column and steel-concrete beam connection node provided by the present invention, which solves the problem that the built-in steel of the beam and column cannot be directly connected due to the flat edge of the beam and the column and the shear bearing capacity of the core area of ​​the node is insufficient.

[0041] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. A connection node between a long rectangular steel-concrete column and a steel-concrete beam, characterized in that: It includes steel-concrete columns arranged in the vertical direction, steel-concrete beams arranged in the horizontal direction, steel components located in the node area, connecting steel, steel bars and concrete; The steel section assembly comprises a first web, a second web and two flange plates which are welded and fixed, wherein the first web and the second web are arranged vertically and perpendicular to each other, and the two flange plates are arranged on both sides of the second web respectively; the connecting steel section comprises a third web and two connecting flanges located at the upper and lower ends of the third web; The first web is welded to the flange of the steel-concrete column, the connecting steel is welded to the flange, the steel-concrete beam is strongly connected to the connecting steel by bolt welding, and the second web is arranged parallel to the axial direction of the steel-concrete beam; Among them, the thickness of the second web t w and effective section width of the node area b j Satisfies the following formulas (1) and (2): (1) (2) Where: V ｊ is the design value of node shear force; V ｊu is the shear bearing capacity of the node; b j is the effective section width of the node; h c It is the section height of the steel-concrete column parallel to the axial direction of the steel-concrete beam; f t is the design value of tensile strength of concrete in the node area; f yv is the tensile strength of stirrups in the node area; A svj is the effective section width of the node area b j The sum of the cross-sectional areas of each steel bar in the same cross section of the stirrup within the range, that is A svj = nA svj1 , n is the number of stirrups in the same section, A svj1 is the cross-sectional area of ​​a single stirrup; h b0 is the effective height of the steel concrete beam; a ' s It is the distance from the resultant force point of the longitudinal compression reinforcement of the steel-concrete beam to the near side of the section; s is the vertical spacing of stirrups in the node area; f a is the design value of tensile strength of the second web; t w is the thickness of the second web; h w is the height of the second web; b b is the width of the steel concrete beam; γ RE is the seismic adjustment coefficient of bearing capacity, which is taken as 1.0 in non-seismic conditions; The thickness of the flange plate of the steel section assembly is calculated according to the following formula (3): (3) Where: M c a The bending bearing capacity of the I-shaped steel structure composed of the second web plate and two flange plates in the steel assembly; M b a is the bending bearing capacity of the steel section in the beam; W c The section resistance moment of the I-shaped steel structure composed of the second web and the two flange plates 33; f ac is the design value of tensile strength of steel components; W b is the section resistance moment of the steel section in the beam; f ab It is the design value of tensile strength of steel section in beam.

2. The connection node between the long rectangular steel concrete column and the steel concrete beam according to claim 1 is characterized in that: The thickness of the first web is determined according to the web height-to-thickness ratio limit in the specification, and the minimum thickness shall not be less than 12mm.

3. The connection node between the long rectangular steel concrete column and the steel concrete beam according to claim 1 is characterized in that: An upper horizontal diaphragm and a lower horizontal diaphragm are arranged on the steel assembly and the steel-concrete column inner steel. The upper horizontal diaphragm and the lower horizontal diaphragm are arranged at the same height as the upper flange and the lower flange of the beam inner steel of the steel-concrete beam, respectively. The upper horizontal diaphragm and the lower horizontal diaphragm are both provided with a plurality of concrete pouring exhaust holes.

4. The connection node between the long rectangular steel concrete column and the steel concrete beam according to claim 3 is characterized in that: The upper end of the steel section assembly extends upward beyond the upper surface of the upper horizontal diaphragm by no less than 600 mm, and the lower end extends downward beyond the lower surface of the lower horizontal diaphragm by no less than 600 mm.

5. The connection node between the long rectangular steel concrete column and the steel concrete beam according to claim 3 is characterized in that: The upper and lower end heights of the connecting steel and the width of the connecting flange are consistent with the inner steel of the beam. The thickness of the third web and the thickness of the connecting flange are not less than 1.2 times the corresponding web thickness and flange thickness of the inner steel of the beam. The axial length of the connecting steel is not less than the cross-sectional height of the connecting steel and is not less than 600mm.

6. The long rectangular steel concrete column and steel concrete beam connection node according to claim 1, characterized in that: A plurality of first steel-concrete column stirrup through holes and first steel-concrete beam longitudinal reinforcement through holes are arranged on the first web, and a plurality of steel-concrete beam longitudinal reinforcement connecting sleeves or connecting plates are arranged on the two flange plates; a plurality of second steel-concrete column stirrup through holes are arranged on the third web, and 1 to 2 second steel-concrete column longitudinal reinforcement through holes are arranged on the two connecting flanges.

7. The connection node between a long rectangular steel concrete column and a steel concrete beam according to claim 6, characterized in that: The longitudinal reinforcement of the steel-concrete column within the width of the connecting flange passes through the second longitudinal reinforcement through hole of the steel-concrete column on the connecting flange; the stirrups of the steel-concrete column parallel to the axial direction of the steel-concrete beam are within the effective section width. b j The first steel-concrete column stirrup through-hole is passed directly inside, and the other steel-concrete column stirrups are arranged with oblique reinforcement and structural reinforcement to achieve the longitudinal reinforcement being pulled one by one.

8. The connection node between a long rectangular steel concrete column and a steel concrete beam according to claim 6, characterized in that: The top reinforcement and bottom reinforcement of the steel-concrete beam within the width range of the flange plate are connected to the flange plate through a connecting sleeve or a connecting plate, the top reinforcement and bottom reinforcement of the steel-concrete beam near the center side of the column outside the width range of the flange plate directly pass through the first steel-concrete beam longitudinal reinforcement through hole, and the top reinforcement and bottom reinforcement of the steel-concrete beam near the side of the column outside the width range of the flange plate directly pass through the steel-concrete column; the waist reinforcement of the steel-concrete beam near the center side of the column extends to the first web and then bends 15 times the diameter of the waist reinforcement, and the waist reinforcement of the steel-concrete beam near the side of the column passes through the steel-concrete column.

9. A method for designing a connection node between a long rectangular steel concrete column and a steel concrete beam, used for designing a connection node between a long rectangular steel concrete column and a steel concrete beam as claimed in claim 1, comprising the following steps: 1) The first web of the steel assembly is welded to the flange of the steel-concrete column, the connecting steel is welded to the flange of the steel assembly, and the steel-concrete beam is welded to the connecting steel, wherein: The second web is arranged parallel to the axial direction of the steel concrete beam, and then the steel bars are tied on site and the concrete is poured; 2) Thickness of the second web t w and effective section width of the node area b j Satisfies the following formulas (1) and (2): (1) (2) V ｊ is the design value of node shear force; V ｊu is the shear bearing capacity of the node; b j is the effective section width of the node; h c It is the section height of the steel-concrete column parallel to the axial direction of the steel-concrete beam; f t is the design value of tensile strength of concrete in the node area; f yv is the tensile strength of stirrups in the node area; A svj is the effective section width of the node area b j The sum of the cross-sectional areas of each steel bar in the same cross section of the stirrup within the range, that is A svj = nA svj1 , n is the number of stirrups in the same section, A svj1 is the cross-sectional area of ​​a single stirrup; h b0 is the effective height of the steel concrete beam; a ' s It is the distance from the resultant force point of the longitudinal compression reinforcement of the steel-concrete beam to the near side of the section; s is the vertical spacing of stirrups in the node area; f a is the design value of tensile strength of the second web; t w is the thickness of the second web; h w is the height of the second web; b b is the width of the steel concrete beam; γ RE is the seismic adjustment coefficient of bearing capacity, which is taken as 1.0 in non-seismic conditions; The thickness of the flange plate of the steel component is calculated according to the following formula (3): (3) Where: M c a The bending bearing capacity of the I-shaped steel structure composed of the second web plate and two flange plates in the steel assembly; M b a is the bending bearing capacity of the steel section in the beam; W c The section resistance moment of the I-shaped steel structure composed of the second web and the two flange plates 33; f ac is the design value of tensile strength of steel components; W b is the section resistance moment of the steel section in the beam; f ab is the design value of tensile strength of the steel section in the beam; 3) The steel components and the steel-concrete columns are provided with upper horizontal diaphragms and lower horizontal diaphragms, the upper horizontal diaphragms and the lower horizontal diaphragms are respectively provided at the same height as the upper flange and the lower flange of the beam steel built into the steel-concrete beam, and the upper horizontal diaphragms and the lower horizontal diaphragms are both provided with a plurality of concrete pouring exhaust holes; 4) The upper end of the steel section assembly extends upwards beyond the upper surface of the upper horizontal diaphragm by no less than 600 mm, and the lower end extends downwards beyond the lower surface of the lower horizontal diaphragm by no less than 600 mm; 5) The heights of the upper and lower ends of the connecting steel and the width of the connecting flange are consistent with the inner steel of the beam, the thickness of the third web and the thickness of the connecting flange are not less than 1.2 times the thickness of the web and flange of the corresponding inner steel of the beam, and the axial length of the connecting steel is not less than the cross-sectional height of the connecting steel and not less than 600mm; 6) A plurality of first steel-concrete column stirrup through holes and first steel-concrete beam longitudinal reinforcement through holes are arranged on the first web, and a plurality of steel-concrete beam longitudinal reinforcement connecting sleeves or connecting plates are arranged on the two flange plates; a plurality of second steel-concrete column stirrup through holes are arranged on the third web, and 1 to 2 second steel-concrete column longitudinal reinforcement through holes are arranged on the two connecting flanges. 7) The longitudinal reinforcement of the steel-concrete column within the width of the connecting flange passes through the second longitudinal reinforcement hole of the steel-concrete column on the connecting flange; the stirrups of the steel-concrete column parallel to the axial direction of the steel-concrete beam are within the effective section width. b j The first steel-concrete column stirrup through-hole is passed directly inside, and the other steel-concrete column stirrups are arranged with oblique reinforcement and structural reinforcement to achieve the longitudinal reinforcement being pulled one by one. 8) The top reinforcement and bottom reinforcement of the steel concrete beam within the width range of the flange plate are connected to the flange plate through a connecting sleeve or a connecting plate. The top reinforcement and bottom reinforcement of the steel concrete beam near the center side of the column outside the width range of the flange plate directly pass through the first steel concrete beam longitudinal reinforcement through hole, and the top reinforcement and bottom reinforcement of the steel concrete beam near the side of the column outside the width range of the flange plate directly pass through the steel concrete column; the waist reinforcement of the steel concrete beam near the center side of the column extends to the first web and then bends 15 times the diameter of the waist reinforcement, and the waist reinforcement of the steel concrete beam near the side of the column passes through the steel concrete column.

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