Connecting structure of H-shaped steel beam and box-shaped column

Abstract

The embodiment of the utility model provides an H-shaped steel beam and box column connecting structure. The yield strength of the steel beam is fy, the H-shaped steel beam comprises a rectangular flange section and flange reinforcing sections, the width of each flange reinforcing section is a, the flange reinforcing sections are arranged on the two sides of a flange of the rectangular flange section, the flange reinforcing sections are located at the ends of the rectangular flange section, the free ends of the flange reinforcing sections are connected with the box column, and the width of the rectangular flange section is bf; when 2bf is greater than or equal to 600mm, the length of the flange reinforcing section is 2bf; and when 2bf is less than 600, the length of the flange reinforcing section is 600mm. According to the splicing length requirement of the welding flanges, the welding position of the steel plate can keep away from the maximum stress area of the beam end, the situation that adverse factors are overlapped, the structural performance is affected is avoided, and therefore the connecting strength is guaranteed.

Description

Technical Field

[0001] The present application relates to the technical field of steel structure buildings, and in particular to a connection structure between an H-shaped steel beam and a box column. Background Art

[0002] Industrial and civil buildings with steel structures as the main body have been widely used. H-shaped steel beams as main beams are basically connected to box-type columns by rigid connection. In order to ensure the strength of the connection structure, a reinforcement structure is set at the connection corresponding to the box-type column. However, since the connection between the H-shaped steel beam and the box-type column is often connected by welding, there will be a certain welding residual stress at the welding point after welding. If the reinforcement structure is located in the maximum stress area of ​​the residual stress, it will have a certain impact on the connection strength after welding, thereby affecting the structural performance. Summary of the invention

[0003] In view of the above problems, an embodiment of the present application is proposed. One purpose of the embodiment of the present application is to provide an H-shaped steel beam and box frame connection structure with reliable connection strength.

[0004] To achieve this purpose, the present application embodiment adopts the following technical solutions:

[0005] A H-shaped steel beam and box column connection structure, the yield strength of the steel beam is f y The H-shaped steel beam includes a rectangular flange section and a flange reinforcement section with a width a added on both sides of the flange of the rectangular flange section, wherein the flange reinforcement section is located at the end of the rectangular flange section, and the free end of the flange reinforcement section is connected to the box column. The width of the rectangular flange section is b f ;

[0006] When 2b f When ≥600mm, the length of the flange reinforcement section is 2b f ;

[0007] When 2b f When <600, the length of the flange reinforcement section is 600mm.

[0008] As a preferred embodiment, the thickness of the flange at the flange reinforcement section is t f , the beam web thickness is t w , the beam web height is h w , the beam section height is h b , the width of the rectangular flange section is b f ;

[0009] When the steel structure building is not seismically fortified, a must meet the following requirements:

[0010] a=t w ×h w 3 ÷[12tf (h b -t f ) 2 ];

[0011] The width-to-thickness ratio of the flange reinforcement section needs to meet the following requirements:

[0012] [0.5(b f -t w )+a] / t f ≤15(235 / f y ) 0.5 .

[0013] The tensile strength of the butt weld is The plastic hinge moment of the unreinforced beam is M Pb , the connection coefficient is η j , as preferably,

[0014] When a steel structure building is designed for earthquake resistance, a must meet the following requirements:

[0015]

[0016] When the steel structure building is designed for earthquake resistance, the width-to-thickness ratio of the flange reinforcement section needs to meet the following requirements:

[0017] [0.5(b f -t w )+a] / t f ≤13(235 / f y ) 0.5 .

[0018] Preferably, the flange of the flange reinforcement section is trapezoidal.

[0019] Preferably, reinforcement plates are provided on the box-type column at the upper and lower flange positions corresponding to the flange reinforcement sections.

[0020] Preferably, when the thickness of the flange is less than the thickness of the box-type column wall plate, the reinforcing plate is arranged on the inner side of the box-type column.

[0021] Preferably, ventilation holes are provided on the reinforcing plate.

[0022] Preferably, when the thickness of the flange is greater than the thickness of the box-type column wall panel, the reinforcement plate penetrates the box-type column wall panel, and the end of the reinforcement plate is 25 mm away from the box column, and the upper and lower flanges of the flange reinforcement section are connected to the end of the reinforcement plate.

[0023] Preferably, a connecting plate is provided on the box-type column at the position of the web of the flange reinforcement section, and the connecting plate is connected to the web of the flange reinforcement section.

[0024] The technical solution provided in the embodiment of the present application is that the yield strength of the steel beam is known to be fy , the thickness of the flange at the flange reinforcement section is t f , the beam web thickness is t w , the beam web height is h w , the beam section height is h b , the width of the rectangular flange section is b f When the steel structure building is not seismically fortified, the width a added on both sides of the flange reinforcement section is set to satisfy: a = t w ×h w 3 ÷[12t f (h b -t f ) 2 ]; and set the width-to-thickness ratio of the flange reinforcement section to satisfy: [0.5(b f -t w )+a] / t f ≤15(235 / f y ) 0.5 The flange reinforcement section of this structure is sufficient to ensure reliable connection strength between the H-shaped steel beam and the box-type column connection structure and prevent the box-type column wall plate from bending out of the plane.

[0025] In addition, the technical solution provided in the embodiment of the present application pre-connects the H-shaped steel beam and the box column by means of the first fixing member and the second fixing member, and then welds the upper and lower flanges of the flange reinforcement section to the outer wall of the box column or the end of the horizontal reinforcement rib on the box column. Since the welding point is not blocked, it is easy to operate, thereby making assembly easier and the welding quality is high and reliable. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, a brief introduction will be given below to the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0027] Figure 1 A main structural diagram of the connection between an H-shaped steel beam and a box-type column of a non-seismic steel structure building provided in an embodiment of the present application;

[0028] Figure 2 A top view of the structure of the connection between the H-shaped steel beam and the box column of the non-seismic steel structure building provided in one embodiment of the present application;

[0029] Figure 3 A main structural diagram of the connection between an H-shaped steel beam and a box-type column of an earthquake-resistant steel structure building provided in an embodiment of the present application;

[0030] Figure 4 A top view of the structure of the connection between the H-shaped steel beam and the box column of the non-seismic steel structure building provided in one embodiment of the present application;

[0031] Figure 5 A schematic cross-sectional view of an H-shaped steel beam provided in one embodiment of the present application.

[0032] In the figure:

[0033] 100, H-shaped steel beam; 110, rectangular flange section; 120, flange reinforcement section;

[0034] 200, box column; 210, reinforcement plate; 211, air vent; 220, connection plate;

[0035] 300, fixing assembly; 310, first fixing member; 320, second fixing member. DETAILED DESCRIPTION

[0036] The present application will be further described in detail below in conjunction with the accompanying drawings and embodiments. It is to be understood that the specific embodiments described herein are only used to explain the present application, rather than to limit the present application. It should also be noted that, for ease of description, only the parts related to the present application, rather than all structures, are shown in the accompanying drawings.

[0037] In the description of this application, unless otherwise clearly specified and limited, the terms "connected", "connected", and "fixed" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in this application can be understood according to specific circumstances.

[0038] In the present application, unless otherwise clearly specified and limited, a first feature being "above" or "below" a second feature may include that the first and second features are in direct contact, or may include that the first and second features are not in direct contact but are in contact through another feature between them. Moreover, a first feature being "above", "above" and "above" a second feature includes that the first feature is directly above and obliquely above the second feature, or simply indicates that the first feature is higher in level than the second feature. A first feature being "below", "below" and "below" a second feature includes that the first feature is directly below and obliquely below the second feature, or simply indicates that the first feature is lower in level than the second feature.

[0039] In the description of this embodiment, the terms "upper", "lower", "right", etc., are based on the directions or positions shown in the drawings, and are only for the convenience of description and simplification of operation, rather than indicating or implying that the device or element referred to must have a specific direction, be constructed and operated in a specific direction, and therefore cannot be understood as limiting the present application. In addition, the terms "first" and "second" are only used to distinguish in the description and have no special meaning.

[0040] In steel structure buildings, box columns are often used as the main load-bearing members of the building. The box columns as a whole can withstand tensile and compressive stresses very well. However, the column wall panels that make up the box columns have low bending stiffness against bending out of the plane. Therefore, when the H-shaped steel beam is connected to the box column, the box column cannot withstand the large tensile stress out of the wall panel at the connection of the web of the H-shaped steel beam, which will cause the box column wall panel at the connection to bend out of the plane, or even become unstable and damaged.

[0041] In order to solve the above-mentioned problems, the present embodiment provides a connection structure between an H-shaped steel beam 100 and a box column 200. The connection structure increases the strength of the connection between the flange of the H-shaped steel beam 100 and the box column 200 by respectively arranging reinforcement structures at the connection points between the H-shaped steel beam 100 and the box column 200, so that the box column 200 bears most of the tensile and compressive stresses at the connection points with the flanges of the H-shaped steel beam 100, while reducing the vertical tensile and compressive stresses toward the outside of the plate surface borne by the wall panels of the box column 200 at the connection points with the H-shaped webs, thereby ensuring the load-bearing safety and service life of the entire steel structure building.

[0042] Figure 1 A main structural diagram of a non-seismic steel structure building provided in accordance with an embodiment of the present application, wherein an H-shaped steel beam 100 is connected to a box-shaped column 200; Figure 2 A top view of a structure in which an H-shaped steel beam of a non-seismic steel structure building is connected to a box column 200 according to an embodiment of the present application; Figure 3 A main structural diagram of the connection between an H-shaped steel beam and a box column 200 of an earthquake-resistant steel structure building provided in an embodiment of the present application; Figure 4 This is a top view of the structure of the H-shaped steel beam and the box column 200 of the non-seismic steel structure building provided by an embodiment of the present application. Please refer to Figure 1 to Figure 4 .

[0043] Specifically, as an achievable embodiment, the H-shaped steel beam 100 includes a rectangular flange section 110 and a flange reinforcement section 120 with a width a increased on both sides of the flange of the rectangular flange section 110, wherein the flange reinforcement section 120 is located at the end of the rectangular flange section 110, and the free end of the flange reinforcement section 120 is connected to the box column 200. Widening the flange can increase the section modulus, so the section modulus of the flange reinforcement section 120 is greater than the section modulus of the rectangular flange section 110, so that the bending moment at the beam end of the H-shaped steel beam 100 is all borne by the beam flange and transmitted to the box column 200 corresponding to the beam flange, while the beam web at the end of the H-shaped steel beam 100 does not need to bear the vertical shear force transmitted to the wall panel of the box column 200, and will not transmit the tensile and compressive stress to the wall panel of the box column 200 connected to the beam web, so it will not cause the wall panel of the box column 200 at the connection to bend out of the plane, or even instability and failure.

[0044] Further, as an achievable embodiment, please combine Figure 1 and Figure 3 ,refer to Figure 2 and Figure 4 The upper and lower flanges of the flange reinforcement section 120 are in the shape of a trapezoid. It can be understood that an isosceles trapezoid is formed by adding two triangles symmetrically on both sides of a rectangle. When the flange of the rectangle cannot meet the connection bearing capacity requirements, the flange can be widened by adding triangles on both sides of the rectangle, thereby meeting the connection bearing capacity. When the width of the flange at the beam end is widened to the maximum value allowed and still cannot meet the connection bearing capacity requirements, the flange of the reinforced section beam can be thickened to meet the requirements; therefore, setting the shape of the upper and lower flanges of the flange reinforcement section to a trapezoid can be flexibly adjusted according to the requirements of the connection bearing capacity of the beam end. This dual adjustment method increases the means of adjustment and can flexibly optimize the seismic design of the building.

[0045] It is understandable that steel structure buildings can be constructed in any geological area where construction is allowed, including but not limited to earthquake zones and areas where earthquakes do not occur frequently, etc. Therefore, the H-shaped steel beam and box-type column connection structure must meet both the requirements of earthquake-resistant steel structure buildings and non-earthquake-resistant steel structure buildings. Since the requirements of earthquake-resistant steel structure buildings are different from those of non-earthquake-resistant steel structures, although earthquake-resistant steel structure buildings can certainly meet the strength requirements of non-earthquake-resistant steel structure buildings, this will increase the cost of construction and the difficulty of assembly. Therefore, the H-shaped steel beam and box-type column connection structure of this embodiment is divided into a structure that meets the requirements of earthquake-resistant steel structure buildings and a structure that meets the requirements of non-earthquake-resistant steel structure buildings.

[0046] Specifically, Figure 5 For a cross-sectional schematic diagram of an H-shaped steel beam provided in an embodiment of the present application, please refer to Figure 5, the maximum bending bearing capacity F that the beam can withstand max is the maximum normal stress σ of the beam max and bending section coefficient W x The product of is the following formula 1:

[0047] F max =σ ma x×W max Formula 1

[0048] The cross section of the H-beam is an I-shaped beam, so the bending section coefficient of the H-beam is calculated using the I-beam bending section coefficient W. x The formula is twice the bending moment of inertia of the section I0 divided by the height h of the I-beam section. b The quotient is the following formula 2:

[0049] W x =2I0 / h b Formula 2

[0050] The cross section of the H-shaped steel beam is composed of the cross section of the web and the cross sections of the upper and lower flanges of the web. Therefore, the cross-sectional bending inertia moment I0 of the H-shaped steel beam is the cross-sectional bending inertia moment I of the upper and lower flanges. f The moment of inertia of the cross section of the web is I w The sum is the following formula 3:

[0051] I0=I f +I w Formula 3

[0052] The cross section of the web of the H-beam is rectangular, so the cross-sectional bending inertia moment I of the web of the H-beam is w Then the formula for the moment of inertia of the rectangular cross section is satisfied, which is the product of one-twelfth of the thickness and the cube of the height, which is the following formula 4:

[0053]

[0054] In the above formula, the beam web thickness is t w , the beam web height is h w .

[0055] When both ends of the H-beam are not strengthened, it can be seen from Formula 3 and Formula 4 that the cross-sectional bending inertia moment I0 of the H-beam is as follows:

[0056]

[0057] When the two ends of the H-beam are strengthened, the upper and lower flanges of the steel beam are reinforced by welding steel plates of equal strength. The width of the reinforcement steel plate on each side is a, and the thickness of the flange is t. f The section bending inertia moment of the reinforced rear flange satisfies the following formula 6:

[0058]

[0059] When I′0=I0, the frame beam flange can bear all the bending moments at the beam ends, and the beam web only transmits the shear force at the beam ends, thereby avoiding the bending deformation of the box-type column wall panels caused by the bending moments transmitted by the frame beam web.

[0060] From I′0=I0, we can get:

[0061]

[0062] a=t w ×h w 3 ÷[12t f (h b -t f ) 2 ]

[0063] Therefore, the increased width a on both sides of the H-beam flange reinforcement section of the non-seismic H-beam and box-column connection structure needs to satisfy the following formula 7:

[0064] a=t w ×h w 3 ÷[12t f (h b -t f ) 2 ] Formula 7

[0065] In steel buildings, the limiting value of the width-to-thickness ratio of the main beam flange is calculated as the width divided by the thickness, which is equal to 15 times the square root of 235 divided by the yield strength of the steel, f y , then the H-shaped steel beam corresponding to this embodiment needs to satisfy the following formula 8:

[0066] [0.5(b f -t w )+a] / t f ≤15(235 / f y ) 0.5 Formula 8 When the steel structure building is seismically fortified, under the action of a strong earthquake, a plastic hinge will be generated in the plastic energy dissipation zone at the end of the frame beam (within the larger value range of 0.1 times the clear span of the frame beam and 1.5 beam height). The stress on the plastic hinge section is evenly distributed and is within the steel yield strength f y The maximum bending moment that the plastic hinge of the frame beam can bear is M Pb , the ultimate bearing capacity of the connection between the frame beam end and the box frame column should be no less than η j M Pb , η jTake 1.25~1.45,η j is the connection coefficient, so that the structure meets the seismic requirements of strong nodes and weak components, avoiding damage to the connection nodes under strong earthquakes, which would cause heavy casualties and property losses.

[0067] After the frame beam end flange is strengthened, the flange width is b f +2a, in order to avoid the web at the end of the frame beam from transmitting bending moment, the ultimate bearing capacity of the connection between the frame beam flange and the frame column must be greater than η j M Pb At this time, the connection between the beam web and the box-type frame column is only used to transfer the vertical shear force at the beam end, thereby avoiding the out-of-plane bending deformation of the box-type column wall panel.

[0068] The tensile strength of the butt weld is The ultimate bending resistance of the beam end flange connection is given by the following formula9:

[0069]

[0070] M u ≥η j ×M Pb

[0071]

[0072] Therefore, when the building is earthquake-resistant, the increased width a on both sides of the H-beam flange reinforcement section needs to satisfy the following formula 10:

[0073]

[0074] The width-to-thickness ratio of the flange reinforcement section needs to satisfy the following formula 11:

[0075] [0.5(b f -t w )+a] / t f ≤13(235 / f y ) 0.5 Formula 11

[0076] Further, as an achievable embodiment, please continue to refer to Figure 1 to Figure 4 , the width of the rectangular flange section 110 is b f , when 2b f When the flange thickness is ≥600 mm, the length of the flange reinforcement section 120 is 2b f ; When 2b f <600, the length of the flange reinforcement section 120 is 600mm. It is understandable that there is a large welding residual stress at the steel plate welding point, and the above-mentioned welded flange splicing length requirement can avoid the steel plate welding point from the maximum stress area at the beam end to avoid the superposition of adverse factors and affect the structural performance.

[0077] Further, as an achievable embodiment, please continue to refer to Figure 1 to Figure 4 In order to ensure the structural strength of the box column 200 and prevent deformation and instability, a reinforcing plate 210 is provided at the upper and lower flange positions of the box column 200 corresponding to the flange reinforcement section 120. The bending moment at the beam end of the H-shaped steel beam 100 can be transferred to the reinforcing plate 210, and the reinforcing plate 210 can increase the strength of the column wall plate of the box column 200 connected to the free end of the flange reinforcement section 120, and can transfer the tensile and compressive stress from the column wall plate to the entire box column 200, so that the structural strength is stable and reliable. As an optional solution, the connection method is welding, which has a simple structure and high joint strength.

[0078] Further, as an achievable embodiment, please continue to refer to Figure 1 to Figure 4 The reinforcing plate 210 is connected to all the column wall plates surrounding the box column 200. Therefore, when the tensile and compressive stresses at the beam ends of the H-shaped steel beam are transmitted to the reinforcing plate 210, the reinforcing plate 210 can transmit the tensile and compressive stresses to the entire box column 200 while bearing the tensile and compressive stresses itself, thereby obtaining a stable and reliable building structure.

[0079] It can be understood that, since the flange reinforcement plate 210 has two upper and lower flanges, the corresponding box-type column 200 wall plate also has two reinforcement plates 210 .

[0080] In order to ensure that the box column 200 will not be affected by the welding heat and undergo crystal changes, and to avoid the material becoming brittle, as an achievable embodiment, when the flange thickness of the H-shaped steel beam 100 is less than the wall thickness of the box column 200, the reinforcing plate 210 penetrates the wall of the box column 200, and the box column 200 is divided into two parts at the reinforcing plate 210, and the upper and lower parts are aligned up and down and connected by welding through the reinforcing plate 210. The end of the reinforcing plate 210 is 25 mm away from the box column 200, and the upper and lower flanges of the flange reinforcement section 120 are connected to the end of the reinforcing plate 210. The distance of 25 mm can effectively prevent the conduction of heat during welding, thereby ensuring the strength of the connection between the reinforcing plate 210 and the box column 200.

[0081] Specifically, a large amount of welding heat will be generated during welding. If the thickness of the box column 200 wall plate is less than the thickness of the reinforcing plate 210, in order to ensure the stability of welding during welding, the high heat will cause the box column 200 wall plate to melt, thereby causing metallographic changes, resulting in crystal changes, and the material becomes brittle, affecting the performance of the box column 200. Therefore, the upper and lower flanges at the ends of the H-beam cannot be directly connected to the corresponding box column 200 wall plates. This embodiment solves the above problem by extending the reinforcing plate 210 out of the box column 200 wall plate and connecting the upper and lower flanges at the ends of the H-beam to the ends of the reinforcing plate 210 extending out of the box column 200 wall plate. However, since the reinforcing plate 210 is made of steel and has good thermal conductivity, when the flange at the end of the H-beam is welded to the end of the reinforcing plate 210, the welding heat will be conducted along the reinforcing plate 210 to the weld between the reinforcing plate 210 and the box column 200, which has a certain impact on the weld at this location. In order to prevent the weld between the reinforcing plate 210 and the box column 200 from being affected by the welding between the flange of the H-beam end and the reinforcing plate 210, setting the distance between the end of the reinforcing plate 210 and the box column 200 to 25 mm can not only effectively prevent the spread of welding heat, but also ensure the strength of the connection structure. In other words, when heat is conducted on the steel plate, since the steel plate is exposed to the outside world, the outside temperature is lower than the welding heat, and heat will be exchanged with the outside temperature during the heat conduction process, resulting in heat loss. Therefore, when the welding heat is transferred to the weld at the connection between the reinforcing plate 210 and the box column 200, the welding heat at this time is not enough to damage the above-mentioned weld, thereby protecting the weld at the connection between the reinforcing plate 210 and the box column 200. In addition, the end of the reinforcing plate 210 extending out of the box column 200 is equivalent to the structure of a cantilever beam. The longer the cantilever beam is, the higher the ability to bear force is, and 25 mm will not affect the bearing capacity of the box column 200 and the connecting plate 220. Thus, the strength of the connection structure is ensured.

[0082] It is understandable that when the thickness of the flange of the flange reinforcement section 120 is less than the thickness of the wall plate of the box column 200, the reinforcement plate 210 is arranged on the inner side of the box column 200 and connected to the inner wall of the inner side of the box column 200. In this case, the wall plate of the box column 200 will not be affected by the welding heat to change the metallographic structure and will not cause changes in material properties. Therefore, directly connecting the flange end of the H-shaped steel beam 100 to the box column 200 can save the cantilever structure, so that the bearing strength of the structure is higher.

[0083] Since the welding process not only generates a large amount of heat but also a large amount of gas, in order to prevent the gas from filling the box-type column 200 and prevent the gas pressure in the box-type column 200 from increasing dangerously, an air hole 211 is provided on the reinforcing plate 210. The gas generated during welding can be discharged through the air hole 211 to ensure that the atmospheric pressure inside the box-type column 200 is balanced with that of the outside world.

[0084] For further information, please refer to Figure 1 to Figure 4 In order to ensure the stability and operability of the connection between the H-beam 100 and the box column 200, a connecting plate 220 is provided at the web position of the flange reinforcement section 120 on the box column 200. Before the flange of the H-beam 100 is welded to the box column 200, the connecting plate 220 can be connected to the web of the flange reinforcement section 120 to pre-position the H-beam 100 and the box column 200. Specifically, the connection between the web of the H-beam 100 and the connecting plate 220 can be achieved by a fixing assembly 300. As an optional solution, the fixing assembly 300 includes a first fixing member 310 and a second fixing member 320, wherein the first fixing member 310 passes through the web of the H-beam 100 and the connecting plate 220 respectively and then connects to the second fixing member 320, thereby achieving the locking between the web of the H-beam 100 and the connecting plate 220. Further, as an achievable embodiment, the first fixing member 310 is a high-strength bolt, and the second fixing member 320 is a high-strength nut. The high-strength bolt and nut combination has reliable connection strength, is easy to purchase, and is simple to operate.

[0085] Next, a specific connection method of the H-shaped steel beam 100 and the box column 200 will be described in detail.

[0086] S10. Place the H-shaped steel beam 100 at the position where it is connected to the box column 200. Use the first fixing member 310 to pass through the connecting plates 220 on the H-shaped steel beam 100 and the box column 200 in sequence, and then connect the second fixing member 320 to the first fixing member 310 to pre-connect the H-shaped steel beam 100 and the box column 200. The connection method between the first fixing member 310 and the second fixing member 320 can be screwed or clamped, as long as it can achieve locking of the web of the H-shaped steel beam 100 and the connecting plate 220 of the box column 200, and this embodiment does not make any specific limitations.

[0087] S20. When the wall thickness of the box column 200 is greater than the flange of the H-shaped steel beam 100, the flange of the H-shaped steel beam 100 and the wall panel of the box column 200 are butt-welded; when the wall panel thickness of the box column 200 is less than the flange of the H-shaped steel beam 100, the flange of the H-shaped steel beam 100 and the edge of the reinforcing plate 210 are butt-welded.

[0088] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present application, rather than to limit it. Although the present application has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or make equivalent replacements for some of the technical features therein. However, these modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the embodiments of the present application.

Claims

1. A H-shaped steel beam and box column connection structure, the yield strength of the steel beam is f y , characterized in that, The H-shaped steel beam (100) comprises a rectangular flange section (110) and a flange reinforcement section (120) having a width a increased on both sides of the flange of the rectangular flange section (110), wherein the flange reinforcement section (120) is located at the end of the rectangular flange section (110), the free end of the flange reinforcement section (120) is connected to a box column (200), and the width of the rectangular flange section (110) is b. f ; When 2b f ≥600mm, the length of the flange reinforcement section (120) is 2b f ; When 2b f <600, the length of the flange reinforcement section (120) is 600 mm.

2. The H-shaped steel beam and box-type column connection structure according to claim 1 is characterized in that: The thickness of the flange at the flange reinforcement section (120) is t f , the beam web thickness is t w , the beam web height is h w , the beam section height is h b The width of the rectangular flange section (110) is b f ; When the steel structure building is not earthquake-resistant, the width a must meet the following requirements: a=t w ×h w 3 ÷[12t f (h b -t f ) 2 ]; The width-to-thickness ratio of the flange reinforcement section (120) needs to satisfy: [0.5(b f -t w )+a] / t f ≤15(235 / f y ) 0.5 。 3. According to the H-beam and box-type column connection structure of claim 1, the tensile strength of the butt weld is f u w , the plastic hinge moment of the non-reinforced beam is M Pb , the connection coefficient is η j , characterized in that, When the steel structure building is earthquake-resistant, the width a must meet the following requirements: The width-to-thickness ratio of the flange reinforcement section (120) needs to satisfy: [0.5(b f -t w )+a] / t f ≤13(235 / f y ) 0.5 。 4. The H-shaped steel beam and box-type column connection structure according to claim 1 or 2, characterized in that: The flange of the flange reinforcement section (120) is trapezoidal.

5. The H-shaped steel beam and box-type column connection structure according to any one of claims 1 to 3, characterized in that: Reinforcement plates (210) are provided on the box-type column (200) at upper and lower flange positions corresponding to the flange reinforcement section (120).

6. The H-shaped steel beam and box-type column connection structure according to claim 5, characterized in that: When the thickness of the flange is less than the thickness of the wall plate of the box-type column (200), the reinforcing plate (210) is arranged on the inner side of the box-type column (200).

7. The H-shaped steel beam and box-type column connection structure according to claim 6, characterized in that: The reinforcing plate (210) is provided with ventilation holes (211).

8. The H-shaped steel beam and box-type column connection structure according to claim 5, characterized in that: When the thickness of the flange is greater than the thickness of the box-type column (200) wall panel, the reinforcing plate (210) penetrates the box-type column (200) wall panel, and the end of the reinforcing plate (210) is 25 mm away from the box-type column (200), and the upper and lower flanges of the flange reinforcement section (120) are connected to the end of the reinforcing plate (210).

9. The H-shaped steel beam and box-type column connection structure according to any one of claims 1 to 3, characterized in that: A connecting plate (220) is provided on the box-type column (200) at the position of the web of the flange reinforcement section (120), and the connecting plate (220) is connected to the web of the flange reinforcement section (120).

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