Steel structural beam and concrete column rigid connection joint with circumferential steel beam

Abstract

The utility model relates to the technical field of building technology, and discloses a concrete column, an internally-inserted cross-shaped stiffening plate, an annular steel beam, an inclined stiffening plate, an end plate and a steel structure beam. The center axis of the internally-inserted cross-shaped stiffening plate is overlapped with the center axis of the concrete column. The protruding portions of the internally-inserted cross-shaped stiffening plates protrude out of the periphery of the concrete column, the internally-inserted cross-shaped stiffening plates are connected with the steel structure beams through anti-shear bolts, the steel structure beams abut against the concrete column through the end plates, every two adjacent steel structure beams are obliquely connected through the annular steel beams, and the annular steel beams are connected with the concrete column through the annular steel beams. The inclined stiffening plates are arranged at the inclined connecting positions of the steel structure beam and the annular steel beams, the annular steel beams are connected end to end to form a steel ring, and the concrete column penetrates through the steel ring. According to the utility model, the arrangement of column steel bars is not influenced, the concrete pouring quality of the core area of the joint is reliable, no dead angle is left during vibration, the construction is convenient, the construction quality is controllable, and the integral rigidity of the joint is larger.

Description

Technical Field

[0001] The utility model relates to the technical field of construction technology, in particular to a rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column. Background Art

[0002] During the architectural design process, large spans (over 18 meters) are often required. For large spans between 20 and 30 meters, steel beams are generally used to meet the building's clear height. Long cantilever beams or transfer beams often require steel or steel-concrete beams to reduce beam height, reduce reinforcement, and facilitate concrete pouring. The rigid connection between the steel or steel-concrete beam and the concrete column is crucial for ensuring the bearing capacity of the steel or steel-concrete beam and the overall structural load-bearing system.

[0003] At present, the rigid connection nodes between steel structure beams with circumferential steel beams and concrete columns mainly adopt the following three methods: 1. Direct burial method, that is, before pouring the concrete column, the steel beam is inserted into the concrete column and fixed, and the longitudinal reinforcement and stirrups of the column are tied before pouring the concrete column; 2. Pre-embedded steel type method, that is, before pouring concrete, the steel section is first embedded in the middle of the concrete column, and steel brackets are reserved on the side of the steel section. After the longitudinal reinforcement and stirrups of the column are tied, the concrete column is poured. The steel beam and the steel bracket are strongly welded or connected with equal-strength bolts. The cross-sectional form of the pre-embedded steel section can be adjusted to I-shaped, box-shaped, circular, cross-shaped and other cross-sectional forms according to the cross-sectional form of the concrete column. This method is also the most widely used at present; 3. Anchor type, that is, before pouring the concrete column, the anchor (anchor bar, anchor plate) is fixed in the concrete column, and the longitudinal reinforcement and stirrups of the column are tied before pouring the concrete column.

[0004] In the directly buried rigid connection between steel beams and concrete columns, since the steel beams are directly inserted into the columns, the longitudinal reinforcement of the columns within the width of the steel beams in the node area are interrupted, and the stirrups of the columns within the height of the steel beams in the node area are interrupted. In addition, when pouring and vibrating concrete, due to the presence of the steel beams, the concrete under the steel beams is not easy to vibrate, is difficult to compact, and is prone to hollowing, which affects the load safety.

[0005] The pre-embedded steel rigid connection node between steel beams and concrete columns also has the above three disadvantages of the direct-buried rigid connection node due to the pre-embedded steel in the column and the steel corbels on the four sides. In addition, due to the presence of pre-embedded steel, the amount of steel used in the node is also higher than that of the direct-buried type, and the amount of welding is large.

[0006] To achieve a rigid connection between the beam ends, anchor-type rigid connections between steel beams and concrete columns require a dense number of anchor bars, making pouring the concrete columns difficult and difficult to secure within the frame columns. This joint is less rigid than direct-buried and pre-embedded steel connections, representing a semi-rigid connection. During analysis, semi-rigid joints are difficult to simulate and interpret, resulting in difficulty in determining true rigidity and compromising safety.

[0007] In view of the shortcomings of the existing technology, such as the great influence on the placement of steel bars (longitudinal bars + stirrups) in the column in the node area, the difficulty in pouring and vibrating the concrete in the core area of the node, which easily leads to insufficient concrete strength and affects the stress safety, a solution that is easy to construct is proposed under the premise of basically ensuring that the amount of steel used in the node does not increase and the overall stiffness of the node is good. Utility Model Content

[0008] The purpose of the utility model is to overcome the deficiencies in the above prior art and to provide a rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column.

[0009] The purpose of the utility model is achieved through the following technical solutions: A rigid connection node between a steel structure beam with a ring steel beam and a concrete column comprises a concrete column, an inserted cross stiffening plate, a ring steel beam, an oblique stiffening plate, an end plate and a steel structure beam, the central axis of the inserted cross stiffening plate overlaps with the central axis of the concrete column, the protrusion of the inserted cross stiffening plate protrudes from the outer periphery of the concrete column, the inserted cross stiffening plate is connected to the steel structure beam through shear bolts, the steel structure beam abuts against the concrete column through the end plate, two adjacent steel structure beams are obliquely connected through the ring steel beam, the oblique stiffening plate is arranged at the oblique connection between the steel structure beam and the ring steel beam, the ring steel beam is connected end to end to form a steel ring, and the concrete column passes through the steel ring.

[0010] A better choice is that the inserted cross stiffening plate includes a first cross stiffening plate, a second cross stiffening plate and shear studs, the shear studs are distributed on the surfaces of the first cross stiffening plate and the second cross stiffening plate, the central axis of the first cross stiffening plate overlaps with the central axis of the second cross stiffening plate, the bottom of the first cross stiffening plate is connected to the top of the second cross stiffening plate, the width of the first cross stiffening plate is greater than the width of the second cross stiffening plate, the first cross stiffening plate is provided with stirrup through-holes and bolt through-holes, the stirrup through-holes are located on the outside of the shear studs, the bolt through-holes are located on the outside of the stirrup through-holes, the column stirrups in the concrete column pass through the stirrup through-holes, the shear studs are located inside the concrete column, and the shear bolts are installed in the bolt through-holes.

[0011] A better choice is that the width of the first cross-shaped stiffening plate is D+190*2+2*tf m , D is the diameter of the concrete column, tf m is the flange thickness of the hoop steel beam.

[0012] A better choice is that the height of the first cross-shaped stiffening plate is H m -320, the Hm is the web height of the steel beam.

[0013] A better choice is that the thickness of the first cross-shaped stiffening plate is t m +10, the t m is the web thickness of the steel beam.

[0014] A more preferred option is that the length of the second cross stiffening plate is D-200*2, where D is the diameter of the concrete column.

[0015] A better choice is that the thickness of the second cross-shaped stiffener is t m +10, the t m is the web thickness of the steel beam.

[0016] The present invention has the following advantages and beneficial effects compared to the prior art:

[0017] The utility model uses a rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column and an inserted cross stiffening plate, which does not affect the arrangement of the column reinforcement and has almost no effect on the arrangement of the column longitudinal reinforcement and column stirrups in the concrete column; the concrete pouring quality of the core area of this node is reliable, the vertical pouring channel of the concrete column is completely unaffected, there is no dead angle left in the vibration, the construction is convenient, and the construction quality is controllable; the overall rigidity of this node is large, the force on this node in four directions tends to be evenly distributed, and the overall deformation of this node is small. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Figure 1 This is a schematic diagram of a rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column according to the present invention;

[0019] Figure 2 This is an exploded view of a rigid connection between a steel structure beam with a circumferential steel beam and a concrete column in the utility model;

[0020] Figure 3 This is an exploded view of a steel structure beam with a ring steel beam and a concrete column rigid connection node, an oblique stiffening plate and a steel structure beam;

[0021] Figure 4 This is a front view of an inserted cross stiffening plate at a rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column according to the present invention;

[0022] Figure 5 This is a top view of a rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column according to the present invention;

[0023] Figure 6 yes Figure 5 Cross-sectional view at A1;

[0024] Figure 7 yes Figure 5 A cross-sectional view at A2;

[0025] Figure 8 yes Figure 5 A cross-sectional view at A3;

[0026] Figure 9 yes Figure 5 A cross-sectional view at A4;

[0027] Figure 10 The utility model provides a simplified force diagram of a rigid connection node between a steel structure beam with a hoop steel beam and a concrete column under vertical load;

[0028] Figure 11 The utility model discloses a stress flow diagram of a rigid connection between a steel structure beam with a hoop steel beam and a concrete column under vertical load;

[0029] Figure 12 The utility model discloses a stress flow diagram of a rigid connection between a steel structure beam with a hoop steel beam and a concrete column under vertical load;

[0030] Figure 13 The utility model provides a simplified force diagram of a rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column under the action of a horizontal load;

[0031] Figure 14 The utility model discloses a stress flow diagram of a rigid connection node between a steel structure beam with a hoop steel beam and a concrete column under horizontal load;

[0032] Figure 15 The utility model discloses a stress flow diagram of a rigid connection node between a steel structure beam with a hoop steel beam and a concrete column under horizontal load;

[0033] Figure 16 A schematic diagram of the combined bending moment of step S3021 of a design method for a rigid connection between a steel structure beam with a circumferential steel beam and a concrete column in the utility model;

[0034] Figure 17 A schematic diagram of the combined bending moments of steps S3022 and S3023 of a design method for a rigid connection between a steel structure beam with a circumferential steel beam and a concrete column in the utility model;

[0035] Figure 18 A schematic diagram of the combined bending moment of step S3024 of a design method for a rigid connection between a steel structure beam with a circumferential steel beam and a concrete column in the utility model;

[0036] Figure 19 The utility model discloses a flow chart of a design method for a rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column.

[0037] Markings of components in the accompanying drawings: 1-concrete column; 101-column longitudinal reinforcement; 102-column stirrups; 2-circumferential steel beam; 3-diagonal stiffening plate; 4-steel structure beam; 401-first I-shaped steel beam; 402-second I-shaped steel beam; 403-third I-shaped steel beam; 404-fourth I-shaped steel beam; 5-inserted cross stiffening plate; 51-first cross-shaped stiffening plate; 511-stirrup through-hole; 512-bolt through-hole; 52-second cross-shaped stiffening plate; 53-shear stud; 6-end plate; 7-shear bolt. DETAILED DESCRIPTION

[0038] The utility model object of the utility model is further described in detail below with reference to the accompanying drawings and specific embodiments. The embodiments cannot be described one by one here, but the implementation methods of the utility model are not limited to the following embodiments.

[0039] like Figure 1-9 As shown, in this embodiment, a rigid connection node between a steel structure beam and a concrete column with a circumferential steel beam comprises a concrete column 1, an inserted cross stiffening plate 5, four circumferential steel beams 2, eight diagonal stiffening plates 3, and four steel structure beams 4. The central axis of the inserted cross stiffening plate 5 overlaps with the central axis of the concrete column 1, the second cross stiffening plate 52 of the inserted cross stiffening plate 5 is wrapped inside the concrete column 1, and the first cross stiffening plate 51 of the inserted cross stiffening plate 5 protrudes from the outer circumference of the concrete column 1. The four protrusions of the first cross stiffening plate 51 are respectively connected to the four steel structure beams 4 by shear bolts 7. The flanges of the four steel structure beams 4 are provided with end plates 6, which abut against the outer circumferential surface of the concrete column 1. The eight diagonal stiffening plates 3 are arranged at a 45° angle relative to the X-axis or Y-axis, and the two ends of each diagonal stiffening plate 3 are cross-connected to two adjacent steel structure beams 4. The four circumferential steel beams 2 are arranged at a 45° angle relative to the X-axis or Y-axis. The four circumferential steel beams 2 are respectively welded to the upper sides of the four steel structural beams 4, with the four circumferential steel beams 2 on the upper side connected end to end. The four circumferential steel beams 2 are respectively welded to the lower sides of the four steel structural beams 4, with the four circumferential steel beams 2 on the lower side connected end to end to form a steel ring. Eight diagonal stiffening plates 3 are welded to the diagonal connections between the webs of the four steel structural beams 4 and the four circumferential steel beams 2. Two diagonal stiffening plates 3 are welded to both sides of the web of each steel structural beam 4. The upper end of the concrete column 1 is located in the upper steel ring, and the lower end of the concrete column 1 is located in the lower steel ring.

[0040] The concrete column 1 is cylindrical and is used to bear vertical forces and has a load-bearing function. The inserted cross stiffener 5 is used to transfer the bending moments in all directions to the longitudinal reinforcement 101 of the concrete column 1. The circumferential steel beam 2 is used to balance the forces and stresses of each I-shaped steel beam 4 to achieve bending moment balance outside the concrete column 1. The steel structure beam 4 is an I-shaped steel beam, which includes a first I-shaped steel beam 401, a second I-shaped steel beam 402, a third I-shaped steel beam 403 and a fourth I-shaped steel beam 404, which are used for load-bearing functions.

[0041] like Figure 4 As shown, the inserted cross stiffening plate 5 includes a first cross stiffening plate 51, a second cross stiffening plate 52 and a plurality of shear studs 53. The shear studs 53 are evenly distributed on the surface of the second cross stiffening plate 52, and the central axis of the first cross stiffening plate 51 overlaps with the central axis of the second cross stiffening plate 52. The protrusion of the first cross stiffening plate 51 protrudes from the outer periphery of the second cross stiffening plate 52, and the bottom of the first cross stiffening plate 51 is connected to the top of the second cross stiffening plate 51. A row of stirrup through-holes 511 are provided on each of the four protrusions of the first cross stiffening plate 51. The spacing between two adjacent stirrup through-holes 511 is 100 mm. The diameter of the stirrup through-holes 511 is the diameter of the column stirrup 102 + 2 mm, so as to facilitate the penetration and binding of the column stirrup 102. Two rows of bolt through-holes 512 are provided on the outside of the row of stirrup through-holes 511. The four protrusions of the first cross-shaped stiffening plate 51 all protrude from the outer circumference of the concrete column 1. Shear bolts 7 pass through the two rows of bolt holes 512 of the first cross-shaped stiffening plate 51 and connect to the steel beam 4. The second cross-shaped stiffening plate 52 and the shear bolts are wrapped inside the concrete column 1.

[0042] The width of the first cross-shaped stiffening plate 51 is D+190*2+2*tf m , where 190mm is calculated based on the number of bolt rows and spacing, D is the diameter of the concrete column 1, tf m is the flange thickness of the circumferential steel beam 2. The height of the first cross-shaped stiffening plate 51 is H m -320, H m is the web height of the steel structure beam 4. The thickness of the first cross-shaped stiffening plate 51 is t m +10,t m The width of the second cross stiffener is D-200*2, and the height h2 of the second cross stiffener is calculated based on the tensile bearing capacity of the cross section of the second cross stiffener to calculate the number of shear studs 53 required, and the length of the second cross stiffener is calculated based on the number of shear studs 53. The thickness of the first cross stiffener 51 and the second cross stiffener 52 are both t m +10.

[0043] Description of the construction method of a rigid connection between a steel structure beam with a hoop steel beam and a concrete column:

[0044] Before pouring the concrete column 1, insert the cross-shaped stiffener 5 into the cylindrical mold for the concrete column 1. Two rows of shear studs 53 are installed on the second cross-shaped stiffener 52 of the cross-shaped stiffener 5. The distance between adjacent shear studs 53 is 150 mm, and the shear studs 53 have dimensions of φ19 x 90 mm. Column stirrups 102 are inserted through the stirrup holes 511 on the four protruding portions of the first cross-shaped stiffener 51 of the cross-shaped stiffener 5. The stirrups 102 are then tied to the column longitudinal reinforcement 101. Concrete is then poured into the cylindrical mold. After the concrete solidifies, the concrete column 1 is obtained, with the protruding portions of the first cross-shaped stiffener 51 protruding.

[0045] Then, the end plates 6 are installed on the flanges of the ends of the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404, and the end plates 6 are pressed against the outer peripheral surface of the concrete column 1. The first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404 are fixedly connected to the four protrusions of the inserted cross stiffening plate 5 by shear bolts 7 respectively. The number N of shear bolts 7 at the connection between each steel structure beam 4 and the protrusion is ≥ the shear bearing capacity of the web of the steel structure beam 4 / the shear bearing capacity of one shear bolt 7. The thickness of the end plate 6 is the thickness of the web of the corresponding steel structure beam 4, and the height and length of the end plate 6 can be determined by local compression bearing capacity calculation.

[0046] A circumferential steel beam 2 is provided between the first I-shaped steel beam 401 and the third I-shaped steel beam 403, between the first I-shaped steel beam 401 and the fourth I-shaped steel beam 404, between the second I-shaped steel beam 402 and the third I-shaped steel beam 403, and between the second I-shaped steel beam 402 and the fourth I-shaped steel beam 404. The angle between the circumferential steel beam 2 and the X-axis or the Y-axis ranges from 30 to 60 degrees, and 45 degrees is selected in this embodiment. The cross-sectional size of the circumferential steel beam 2 is H m ×b m ×t m ×tf m , where H m is the height, b m is the flange width, t m is the web thickness, tf m is the flange thickness, H m 、b m , t m and tf m The maximum value of the corresponding cross-sectional dimensions of the four steel beams 4, namely H m =max{H1, H2, H3, H4}, b m=max{b1, b2, b3, b4}, t m =max{t1, t2, t3, t4}, tf m = max{tf1, tf2, tf3, tf4}. The four circumferential steel beams 2 are welded to the first I-beam 401, the second I-beam 402, the third I-beam 403, and the fourth I-beam 404, respectively. Since the heights of the first I-beam 401, the second I-beam 402, the third I-beam 403, and the fourth I-beam 404 may be inconsistent, to ensure the continuity of force transmission to the circumferential steel beams 2, a 1:3 slope is set in the height direction of the circumferential steel beams 2 at the end of the first I-beam 401, the second I-beam 402, the third I-beam 403, and the fourth I-beam 404 near the concrete column 1 for transition.

[0047] Description of the stress mechanism of a rigid connection between a steel structure beam with a hoop steel beam and a concrete column:

[0048] Under the action of vertical load, the stress condition at this node is as follows: Figure 10-12 As shown. Under the action of negative bending moment, the upper flange of the steel structure beam 4 is in tension and the lower flange of the steel structure beam 4 is in compression. The upper flange of the steel structure beam 4 is balanced in tension by the flange of the upper circumferential steel beam 2 connected to it, and the lower flange of the steel structure beam 4, which is in compression, is balanced in top position by the flange of the lower circumferential steel beam 2 connected to it. Generally, under the premise that the bending moments of each steel structure beam 4 are equal, the bending moment is self-balanced outside the concrete column 1. The concrete column 1 does not bear the bending moment but only the vertical force, which can greatly reduce the column cross-sectional size and reinforcement. However, in actual engineering, due to the inconsistent bending moments of each steel structure beam 4, the unbalanced bending moment is transmitted to the concrete column 1 through two paths: 1. It is transmitted to the concrete column 1 through the compressed end plate 6; 2. It is transmitted to the concrete column 1 through the inserted cross stiffening plate 5 and absorbed by the column longitudinal reinforcement 101 of the concrete column 1. Under the action of shear force, the webs of the four steel structure beams 4 transmit the force directly to the inserted cross stiffening plates 5 through the shear bolts 7 , and the inserted cross stiffening plates 5 transmit the force to the concrete columns 1 through the shear studs 53 .

[0049] Under the action of horizontal load, the stress condition at this node is as follows: Figure 13-15As shown. Under the action of negative bending moment, the upper flanges of the first I-shaped steel beam 401 and the third I-shaped steel beam 403 are subjected to tension and the lower flanges are subjected to compression. Under the action of positive bending moment, the upper flanges of the second I-shaped steel beam 402 and the fourth I-shaped steel beam 404 are subjected to compression and the lower flanges are subjected to tension. The internal tension and pressure of the upper and lower flanges of the steel structure beam 4 cannot be balanced by the annular steel beam 2, and can be transmitted to the concrete column 1 through two paths: 1. Through the compressed end plate 6 to the concrete column 1; 2. Through the inserted cross stiffening plate 5 to the concrete column 1, and absorbed by the column longitudinal reinforcement 101 in the concrete column 1. According to the stiffness distribution principle, the first force transmission path accounts for more than 85% of the above two force transmission paths and is the main force transmission path.

[0050] Considering the significant difference in the force transmission mechanisms of this node under vertical and horizontal loads, and the fact that the force transmission mechanism under vertical loads favors the node's load bearing, this node can be applied in two situations: 1. Where vertical loads predominate and horizontal loads do not play a controlling role, the end plates 6 at the flanges of the steel beam 4 can be eliminated. Appropriately increasing the thickness of the inserted cross stiffeners 5 can also meet the node's bearing capacity and deformation requirements, while also reducing the column cross-section. 2. Where unbalanced bending moments are present under vertical loads and horizontal loads play a controlling role, the end plates 6 at the flanges of the steel beam 4 must be retained to absorb the unbalanced bending moments and meet the node's bearing capacity and deformation requirements. This node is also suitable for connecting concrete columns 1 to steel-concrete beams.

[0051] In addition, this node is also suitable for foundations or beamless floor slabs connected to concrete columns 1. This node can improve the shear and punching resistance of the node by inserting a cross stiffening plate 5 and a circumferential steel beam 2, improve the brittle punching failure mode, and reduce the thickness of the column base or the thickness of the column cap at the top.

[0052] like Figure 19 As shown, a design method for a rigid connection between a steel structure beam with a hoop steel beam and a concrete column includes the following steps:

[0053] S1. Determine the size of the inserted cross stiffening plate 5 according to the cross-sectional dimensions of the four steel structure beams 4;

[0054] The calculation method of the second cross-shaped stiffening plate 52 of the interpolated cross stiffening plate 5 in step S1 includes the following steps:

[0055] S101. Determine the shear bearing capacity R of the shear stud 53 according to the model of the shear stud 53. p ,

[0056]

[0057] Where A s is the cross-sectional area of the shear stud 53, E c is the elastic modulus of concrete, f cis the axial compressive strength of concrete, r is the ratio of the minimum tensile strength of the material of the shear stud 53 to the yield strength, and f is the design value of the tensile strength of the shear stud 53;

[0058] S102. Reversely calculate the number n of shear studs 53 required based on the tensile bearing capacity of the cross section of the second cross-shaped stiffening plate 52, and calculate the arrangement length of the shear studs 53 based on the spacing of the shear studs 53 (150 x 150 mm). The calculation formula is:

[0059]

[0060] Where D is the diameter of the concrete column 1, t m is the web thickness of the steel structure beam 4.

[0061] S2. Determine the arrangement and cross-sectional dimensions of the hoop steel beam 2, as described above for the hoop steel beam 2;

[0062] S3, according to the combined bending moment of the four steel structure beams 4, the width and height of the end plate 6 are reversely calculated according to the local compressive bearing capacity; step S3 includes the following steps:

[0063] S301. Extract the internal forces (including shear force V and bending moment M) of the four steel beams 4 of the node under various working conditions based on the structural model of the node, and select the combined internal forces (V1 to V4, M1 to M4) of the four steel beams 4 under the control working conditions according to the General Code for Engineering Structures.

[0064] S302. The combined bending moment of the four steel structure beams 4 is obtained by analysis (including positive bending moment and negative bending moment, which is called positive bending moment when the lower side of the component section is under tension; and negative bending moment when the upper side of the component section is under tension). Based on the force balance condition, the combined bending moment is used to calculate the width and height of the end plate 6 using a formula. The four steel structure beams 4 include a first I-shaped steel beam 401, a second I-shaped steel beam 402, a third I-shaped steel beam 403, and a fourth I-shaped steel beam 404. Step S302 includes the following steps:

[0065] S3021, such as Figure 16As shown, when M1, M2, M3 and M4 are negative bending moments, and |M1|>|M2|>|M3|>|M4|, the combined bending moment of the first I-shaped steel beam 401 at this node can be divided into two parts, |M1-M4| and |M4|. Similarly, the combined bending moment of the second I-shaped steel beam 402 can be divided into two parts, |M2-M4| and |M4|. The combined bending moment of the third I-shaped steel beam 403 can be divided into two parts, |M3-M4| and |M4|. Under the action of the M4 partial bending moment, the bending moments in all directions are equal, and the bending moment self-balance is achieved in the circumferential steel beam 2 outside the concrete column 1, and the concrete column 1 does not bear the bending moment. The difference bending moments |M1-M4|, |M2-M4|, |M3-M4| are balanced by the extrusion force between the end plate 6 and the concrete column 1. The width and height of the end plate 6 are calculated by formula (1). The calculation formula (1) is

[0066]

[0067] Wherein, M1 is the combined bending moment of the first I-shaped steel beam 401, M2 is the combined bending moment of the second I-shaped steel beam 402, M3 is the combined bending moment of the third I-shaped steel beam 403, and M4 is the combined bending moment of the fourth I-shaped steel beam 404. α1 is a coefficient, which is taken according to Article 6.2.6 of the Code for Design of Concrete Structures (GB50010-2010 (2015 Edition)). c is the design value of the axial compressive strength of concrete, which is taken according to Table 4.1.4-1 of the Code for Design of Concrete Structures (GB50010-2010 (2015 Edition)). a1, a2, a3, and a4 are the widths of the end plates 6 corresponding to the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403, and the fourth I-shaped steel beam 404, respectively. b1, b2, b3, and b4 are the heights of the end plates 6 corresponding to the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403, and the fourth I-shaped steel beam 404, respectively. H m is the cross-sectional height of the hoop steel beam 2;

[0068] S3022, such as Figure 17As shown, when M1, M2, and M3 are all negative bending moments and M4 is a positive bending moment, and |M1|>|M2|>|M3|, the combined bending moment of the first I-shaped steel beam 401 at this node can be divided into two parts, |M1-M3| and |M3|. Similarly, the combined bending moment of the second I-shaped steel beam 402 can be divided into two parts, |M2-M3| and |M3|. The combined bending moment of the fourth I-shaped steel beam 404 can be divided into two parts, |M4-M3| and |M3|. Under the action of the M3 partial bending moment, the bending moments in all directions are equal, and the bending moment self-balance is achieved in the circumferential steel beam 2 outside the concrete column 1, and the concrete column 1 does not bear the bending moment. The difference bending moments |M1-M3|, |M2-M3|, and |M4-M3| are balanced by the extrusion force between the end plate 6 and the concrete column 1. The width and height of the end plate 6 are calculated by formula (2). The calculation formula (2) is

[0069]

[0070] S3023, such as Figure 17 As shown, when M1, M2, and M3 are all negative bending moments and M4 is a positive bending moment, and |M1|>|M3|>|M2|, the combined bending moment of the first I-shaped steel beam 401 at this node can be divided into two parts, |M1-M2| and |M2|. Similarly, the combined bending moment of the third I-shaped steel beam 403 can be divided into two parts, |M3-M2| and |M2|. The combined bending moment of the fourth I-shaped steel beam 404 can be divided into two parts, |c4-M2| and |M2|. Under the action of the M2 partial bending moment, the bending moments in all directions are equal, and the bending moment is self-balanced in the circumferential steel beam 2 outside the concrete column 1, and the concrete column 1 does not bear the bending moment. The difference bending moments |M1-M2|, |M3-M2|, and |M4-M2| are balanced by the extrusion force between the end plate 6 and the concrete column 1. The width and height of the end plate 6 are calculated by formula (3). The calculation formula (3) is

[0071]

[0072] S3024、 Figure 18 As shown, when M1 and M3 are negative bending moments, M2 and M4 are positive bending moments, and the bending moments are all balanced by the extrusion force between the end plate 6 and the concrete column 1, the width and height of the end plate 6 are calculated by formula (4), which is:

[0073]

[0074] S4. Calculate the number of shear bolts 7. The calculation formula for the number of shear bolts 7 in step S4 includes:

[0075]

[0076] Wherein, N1, N2, N3, and N4 represent the number of shear bolts 7 corresponding to the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403, and the fourth I-shaped steel beam 404, respectively. v represents the shear strength of the steel; H1, H2, H3 and H4 represent the steel beam heights of the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404, respectively; t1, t2, t3 and t4 represent the web thicknesses of the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404, respectively; It represents the design value of the shear bearing capacity of shear bolt 7. The calculation formula is consistent with Section 11.4.2 of the Standard for Design of Steel Structures (GB 50017-2017).

[0077] The nodes in this embodiment have the following advantages:

[0078] 1) Does not affect the arrangement of column reinforcement

[0079] Since only the web of the steel structure beam 4 at this node is in contact with the concrete column 1, and this node only has the first cross-shaped stiffening plate 51 and the second cross-shaped stiffening plate 52, it has no effect on the arrangement of the column longitudinal reinforcement 101 in the concrete column 1, but has a slight effect on the column stirrups 102. However, this effect can be eliminated by pre-opening holes at the corresponding positions of the column stirrups 102 during the early stage of deepening the steel structure node.

[0080] 2) The quality of concrete pouring in the core area of the node is reliable

[0081] Since this node only has the first cross-shaped steel plate and the second cross-shaped steel plate, the vertical pouring channel of the concrete column 1 is completely unaffected, and there are no dead corners left in the vibration, so the construction is convenient and the construction quality is controllable.

[0082] 3) The overall stiffness of the node is large

[0083] Due to the existence of the annular steel beam 2 outside the concrete column 1, when this node is subjected to force, the stiffness of the annular steel beam 2 makes the force on this node in four directions tend to be evenly distributed, and the overall deformation of this node is small.

[0084] Example 2

[0085] Except for the following technical features, other technical features in this embodiment are the same as those in Example 1.

[0086] In this embodiment, the steel structure beam adopts a steel concrete beam instead of an I-shaped steel beam.

[0087] The four circumferential steel beams 2 in this embodiment are arranged at 30° relative to the X-axis or the Y-axis.

[0088] Example 3

[0089] Except for the following technical features, other technical features in this embodiment are the same as those in Example 1.

[0090] The four circumferential steel beams 2 in this embodiment are arranged at 60° relative to the X-axis or the Y-axis.

[0091] The above specific implementation methods are preferred embodiments of the present invention and cannot limit the present invention. Any other changes or other equivalent replacement methods that do not deviate from the technical solution of the present invention are included in the scope of protection of the present invention.

Claims

1. A rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column, characterized by: It includes a concrete column, an inserted cross stiffening plate, a ring steel beam, an oblique stiffening plate, an end plate and a steel structure beam. The central axis of the inserted cross stiffening plate overlaps with the central axis of the concrete column, and the protrusion of the inserted cross stiffening plate protrudes from the outer periphery of the concrete column. The inserted cross stiffening plate is connected to the steel structure beam through shear bolts. The steel structure beam abuts against the concrete column through the end plate. Two adjacent steel structure beams are obliquely connected through the ring steel beam. The oblique stiffening plate is arranged at the oblique connection between the steel structure beam and the ring steel beam. The ring steel beam is connected end to end to form a steel ring, and the concrete column passes through the steel ring.

2. The rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column according to claim 1, characterized in that: The inserted cross stiffening plate includes a first cross stiffening plate, a second cross stiffening plate and shear studs, the shear studs are distributed on the surfaces of the first cross stiffening plate and the second cross stiffening plate, the central axis of the first cross stiffening plate overlaps with the central axis of the second cross stiffening plate, the bottom of the first cross stiffening plate is connected to the top of the second cross stiffening plate, the width of the first cross stiffening plate is greater than the width of the second cross stiffening plate, the first cross stiffening plate is provided with stirrup through-holes and bolt through-holes, the stirrup through-holes are located on the outside of the shear studs, the bolt through-holes are located on the outside of the stirrup through-holes, the column stirrups in the concrete column pass through the stirrup through-holes, the shear studs and the second cross stiffening plate are located inside the concrete column, and the shear bolts are installed in the bolt through-holes.

3. The rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column according to claim 2, characterized in that: The width of the first cross-shaped stiffening plate is D+190*2+2*tf m , D is the diameter of the concrete column, tf m is the flange thickness of the hoop steel beam.

4. The rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column according to claim 2, characterized in that: The height of the first cross-shaped stiffening plate is H m -320, the H m is the web height of the steel beam.

5. The rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column according to claim 2, characterized in that: The thickness of the first cross-shaped stiffening plate is t m +10, the t m is the web thickness of the steel beam.

6. The rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column according to claim 2, characterized in that: The length of the second cross-shaped stiffening plate is D-200*2, where D is the diameter of the concrete column.

7. The rigid connection node between a steel structure beam with a circumferential steel beam and a concrete column according to claim 2, characterized in that: The thickness of the second cross-shaped stiffener is t m +10, the t m is the web thickness of the steel beam.

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