Box-shaped section beam-column joint structure with concrete poured inside

Abstract

The utility model relates to a box-section beam-column joint structure internally poured with concrete, which comprises a box-shaped steel beam, a beam-column joint, a beam-column joint, a beam-column joint, a beam-column joint, a beam-column joint and a beam-column joint, the box-shaped steel column is located in the middle of a space defined by the box-shaped steel beam and the inner partition plate and longitudinally penetrates through the space; the reinforcement cage is located at the intersection joint of the box-shaped steel beam and the box-shaped steel column; wherein the upper flanges of the box-shaped steel beams on the two sides of the bottom of the box-shaped steel column are cover plates which can be covered; wherein concrete is poured in the box-shaped steel beam and the box-shaped steel column which are communicated with each other, and the reinforcement cage is anchored in the concrete. The structure is simple, welded connection and concrete internal pouring are adopted, the advantages of steel and concrete materials can be brought into full play, the strength and rigidity of the joint are improved, and meanwhile the stiffening ribs are prevented from being exposed.

Description

Technical Field

[0001] The utility model relates to the technical field of beam-column structures, in particular to a box-section beam-column node structure with concrete poured inside. Background Art

[0002] In the reinforcement design and floor design of steel structure buildings, the concrete floor is built on the top flange of the steel beam and fixed to the beam by bolts. Figure 1 ) is a structural measure that strengthens the connection between beams and columns by welding stiffening ribs at the column base. However, to ensure that the beams and columns have sufficient connection strength, the height of the stiffening ribs will be greater than the thickness of the floor slab. This causes the stiffening ribs to pass through the floor slab and protrude into the interior of the building, which has a significant impact on the building's functionality and aesthetics. At the same time, it may cause people indoors to stumble, posing a certain safety hazard.

[0003] In order to further enhance the stress-bearing performance of the column node area on the beam, and at the same time eliminate the adverse effects of the column foot stiffening ribs on the upper indoor space and the potential risk of tripping for people active indoors, this application proposes an improved steel-concrete connection node for the column on the box-section beam, which has a simple structure and is easy to install, can effectively increase the speed of construction, and greatly improves safety and reliability. Utility Model Content

[0004] In the existing technology, there is a problem that the column foot stiffening plate on the steel structure beam passes through the floor slab and protrudes into the building interior, which has a significant impact on the building's function and aesthetic effect. At the same time, it may cause stumbling to people indoors, posing a certain safety hazard.

[0005] In order to solve the above problems, the utility model provides a box-section beam-column node structure with internally cast concrete, comprising: a box-shaped steel beam, on the inner side of which two parallel inner partitions are provided along the longitudinal section; a box-shaped steel column, located in the middle of the space enclosed by the box-shaped steel beam and the inner partition and longitudinally connected with the space; a steel cage, located at the intersection node of the box-shaped steel beam and the box-shaped steel column; wherein the upper flanges of the box-shaped steel beam located on both sides of the bottom of the box-shaped steel column are cover plates that can be covered; wherein concrete is cast in the intersecting box-shaped steel beam and box-shaped steel column, and the steel cage is anchored in the concrete.

[0006] According to an embodiment of the present application, the steel cage includes multiple longitudinal stress-bearing steel bars and transverse stirrups. The longitudinal stress-bearing steel bars are arranged along the box-shaped steel columns and are bent at right angles and anchored into the concrete of the box-shaped steel beams. The transverse stirrups are configured in a denser manner according to the height of the longitudinal stress-bearing steel bars.

[0007] According to an embodiment of the present application, the length of the cover plate is not less than 20 times the diameter of the longitudinal stress-bearing steel bars, and the width of the cover plate is equal to the net distance between the two webs of the box-shaped steel beam.

[0008] According to an embodiment of the present application, the two inner partitions have the same shape and size and are welded to the inner wall of the box-shaped steel beam.

[0009] According to an embodiment of the present application, the box-shaped steel beam, the box-shaped steel column, and the cover plate are connected by welding.

[0010] According to an embodiment of the present application, the shear studs are installed by welding, and the shear stud models are the models in the steel concrete stud library.

[0011] According to the embodiment of the present application, the box-shaped steel beams and box-shaped steel columns are sprayed with fire-proof and anti-corrosion coatings.

[0012] According to an embodiment of the present application, the box-shaped steel column is a box-shaped steel pipe calculated based on the stress conditions of the column.

[0013] According to an embodiment of the present application, shear studs are provided on the upper and lower inner walls of the space enclosed by the box-shaped steel beam and the partition; shear studs are also provided on the opposite inner walls of the box-shaped steel column along the length direction of the column.

[0014] According to an embodiment of the present application, the shear stud is a cylindrical head welded stud.

[0015] Compared with the prior art, the box-section beam-column node structure with internally cast concrete in this application has the following beneficial effects:

[0016] 1. The utility model pours concrete inside the box-shaped steel column to fix the box-shaped steel beam, box-shaped steel column, two cover plates, two inner partitions and steel cage into one body, thereby completing the installation and fixation of the box-shaped steel beam and the box-shaped steel column. By pouring a solidifiable object and connecting by welding, the box-shaped steel column will not be affected by the vibration of the box-shaped steel column, and there is no need to perform hole positioning or use small-sized threaded parts, thereby reducing the possibility of failure in the installation and fixation of the box-shaped steel beam and the box-shaped steel column.

[0017] 2. Steel tube concrete composite components have their unique advantages compared with steel components or concrete components. The box-shaped steel beams and box-shaped steel columns adopted in the present invention are steel pipes with thicknesses calculated based on the axial forces and slenderness ratios of the beams and columns. Concrete is poured in the steel pipes, and the steel pipes constrain the lateral deformation of the concrete, so that the concrete in the pipes is in a three-dimensional stress state, delaying the development of longitudinal microcracks in the concrete, and improving the compressive strength and compression deformation capacity of the concrete. At the same time, the inner filling concrete provides lateral constraints on the steel pipes, suppressing the local buckling of the external steel pipes under load, improving the stability of the steel pipes, and thus ensuring that the material fully exerts its performance. Through the combination of concrete and steel pipes, the deficiencies of the two materials themselves can be compensated, and the purpose of giving full play to their respective advantages can be achieved, which significantly improves the stability and safety of the column structure on the steel structure beam.

[0018] 3. The utility model avoids the stiffening ribs at the base of the box-shaped steel column, which can solve the adverse effects of the stiffening ribs at the base of the column protruding into the floor slab on the functional use and aesthetic effect of the indoor space, and eliminates the potential tripping risk of the protruding stiffening ribs to people active indoors. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings of the embodiments will be briefly introduced below. Obviously, the drawings described below only relate to some embodiments of the present application, and are not limitations to the present application.

[0020] Figure 1 This is a schematic diagram of the column structure on the steel beam in traditional technology;

[0021] Figure 2 This is a structural diagram of a box-section beam-column node structure with internally poured concrete as an example of the present invention;

[0022] Figure 3 for Figure 2 Schematic diagram of the internal structure;

[0023] Figure 4 for Figure 2 Schematic diagram of the structural composition of the central reinforcement cage and box steel beam.

[0024] The following are the descriptions of the reference numerals:

[0025] 1. Inner partition, 2. Cover plate, 3. Shear studs, 4. Steel cage, 5. Box steel column, 6. Box steel beam, 41. Longitudinal stress reinforcement, 42. Transverse stirrups. DETAILED DESCRIPTION

[0026] To make the purpose, technical solutions, and advantages of the embodiments of the present application clearer, the technical solutions of the embodiments of the present application will be clearly and completely described below in conjunction with the accompanying drawings of the embodiments of the present application. Obviously, the described embodiments are part of the embodiments of the present application, not all of the embodiments. Based on the described embodiments of the present application, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of this application.

[0027] Unless otherwise defined, technical or scientific terms used herein shall have the ordinary meaning as understood by persons of ordinary skill in the art to which this application belongs. The terms "first," "second," and similar expressions used in this patent specification and claims do not denote any order, quantity, or importance, but are merely used to distinguish different components. Similarly, terms such as "a" or "an" do not denote a limitation of quantity, but rather denote the presence of at least one.

[0028] according to Figures 2 to 4 As shown, the present application discloses a box-section beam-column node structure with internally cast concrete, comprising a box-shaped steel beam 6 and a box-shaped steel column 5 welded together to form a beam-column structure, a steel cage 4 being provided inside the intersection of the box-shaped steel beam 6 and the box-shaped steel column 5, and a cover plate 2 being coverable on the upper flange of the box-shaped steel beam 6 at the intersection, and both the box-shaped steel beam 6 and the box-shaped steel column 5 are hollow in design, with concrete cast inside. Compared with the prior art, the present application avoids the adverse effects on the use function and aesthetic effect of the indoor space caused by the protrusion of the column foot stiffening ribs into the floor slab in traditional beam-columns, and the internal filling of concrete significantly improves the reliability and safety of the steel-concrete connection node of the column on the beam.

[0029] In this embodiment, two parallel inner partitions 1 are provided along the longitudinal section of the inner side of the box-shaped steel beam 6 , and shear studs 3 are provided on the upper and lower inner walls of the space enclosed by the box-shaped steel beam 6 and the inner partitions 1 .

[0030] Furthermore, the two inner partitions 1 have the same shape and size and are welded to the inner wall of the box-shaped steel beam 6 .

[0031] In this embodiment, the box-shaped steel column 5 is located in the middle of the space enclosed by the box-shaped steel beam 6 and the inner partition 1, and longitudinally extends through the space. Shear studs 3 are provided on the opposing inner walls of the box-shaped steel column 5 along its length. The upper flanges of the box-shaped steel beam 6 on either side of the bottom of the box-shaped steel column 5 serve as closable cover plates 2.

[0032] Furthermore, the distance between each inner partition plate 1 and the box-shaped steel column 5 is the length of one cover plate 2 .

[0033] Furthermore, the box-shaped steel beam 6, box-shaped steel column 5, cover plate 2, and inner partition 1 are all connected by welding, with the partition being welded perpendicularly to the cover plate 2. When connecting the box-shaped steel beam 6, box-shaped steel column 5, cover plate 2, and inner partition 1, the weld seams used can be calculated based on the design values ​​of the internal forces of the components, in accordance with relevant national standards and industry specifications, and adopt appropriate weld forms and weld leg heights. The use of welding avoids the use of multiple bolt assemblies, which, during complex operations, can cause the box-section beams and columns to vibrate for extended periods. This vibration is likely to loosen the bolts, affecting the stability of the box-section steel column and beam assembly.

[0034] In this embodiment, the steel cage 4 is located at the intersection of the box-shaped steel beam 6 and the box-shaped steel column 5. Concrete is poured into the intersecting box-shaped steel beam 6 and the box-shaped steel column 5, and the steel cage 4 is anchored in the concrete.

[0035] Furthermore, if Figure 4 As shown, the steel cage 4 includes multiple longitudinal stress-bearing steel bars 41 and transverse stirrups 42. The longitudinal stress-bearing steel bars 41 are arranged along the box-shaped steel columns 5 and are bent at right angles and anchored into the concrete of the box-shaped steel beam 6. The transverse stirrups 42 are arranged in a denser configuration according to the height of the longitudinal stress-bearing steel bars 41.

[0036] Furthermore, the length of the cover plate 2 is not less than 20 times the diameter of the longitudinal stress-bearing steel bars 41 , and the width of the cover plate 2 is equal to the clear distance between the two webs of the box-shaped steel beam 6 .

[0037] Furthermore, the box-shaped steel beams 6 and box-shaped steel columns 5 are box-shaped steel pipes calculated based on the column stress conditions. The box-shaped steel beams 6 and box-shaped steel columns 5 are steel pipes with thicknesses calculated based on the axial forces and slenderness ratios of the beams and columns, and can be manufactured using hot working, cold working, or welding.

[0038] Furthermore, the shear studs 3 are welded and are from the steel concrete stud library. To ensure adequate adhesion between the concrete and the steel structure, cylindrical head welded stud shear connectors are installed on the box beam 6, box column 5, and the inner wall of the cover plate 2.

[0039] Specifically, according to domestic and foreign research and current specifications, the principle of shear resistance of studs in concrete is similar to that of elastic foundation beams. The concrete at the root of the studs is subjected to local compressive stress. The main factors affecting the shear bearing capacity of the studs are the cross-sectional area of ​​the studs (A s =d 2 / 4) Concrete strength grade and concrete elastic modulus E c The formula for determining the shear bearing capacity of the studs based on the test and the derived formula is as follows:

[0040]

[0041] After considering the reliability factor in the current specification, the formula (1) is The axial compressive strength of concrete f c Substitute and multiply formula (1) by a reduction factor of 0.85 to obtain the following formula for calculating the shear bearing capacity of studs:

[0042]

[0043] Experimental studies have shown that the shear bearing capacity of studs does not increase infinitely with the increase of concrete strength. There is an upper limit value related to the tensile strength of studs, which is 0.7A. s f u , which is approximately equivalent to the ultimate shear strength of the stud. Therefore, the design value of the shear bearing capacity of a single stud is determined by the following formula:

[0044]

[0045] Where: E c ——Elastic modulus of concrete (N / mm 2 );

[0046] A s——Cross-sectional area of ​​cylindrical head bolt rod (mm 2 );

[0047] f u ——The ultimate tensile strength design value of cylindrical head studs must meet the requirements of the current national standard "Cylinder head studs for arc stud welding" GB / T 10433 (N / mm 2 );

[0048] f c ——Axial compressive strength of concrete (N / mm 2 ).

[0049] During the design, the number of studs is determined according to the load borne by the member according to formula (3), and the appropriate stud model is selected from the reinforced concrete stud library. In addition, the arrangement of the studs needs to meet the structural requirements.

[0050] Furthermore, the box-shaped steel beams 6 and the box-shaped steel columns 5 are sprayed with fire-proof and anti-corrosion coatings.

[0051] In this embodiment, the construction process of a box-section beam-column node structure with internally cast concrete is as follows: Step 1: Determine the structural load based on the building's functional requirements, calculate the bending moment, shear force, and axial force values ​​borne by the beams and columns connected at the node, and select an appropriate beam-column cross-section; Step 2: Cut two cover plates 2 at corresponding positions on the upper flange of the box-shaped steel beam 6 and weld shear studs 3; Step 3: Weld an inner partition 1 to the inner wall of the box-shaped steel beam 6, one cover plate 2 length away from the outer wall of the web of the box-shaped steel column 5; Step 4: Weld shear studs 3 to the inner wall of the lower flange of the box-shaped steel beam 6; Step 5: Fabricate a steel cage 4 and place it at the node, with the bending length of the bottom longitudinal reinforcement meeting the anchorage length; Step 6: Hoist the box-shaped steel column 5 to the designated location and weld shear studs 3 to the inner wall; Step 7: Connect the cover plate 2, box-shaped steel beam 6, and box-shaped steel column 5 to form a single unit by welding; Step 8: Concrete is poured from the top of the box-shaped steel column 5. After sufficient curing time, the column can be put into use. In the above implementation process, the strength grades of the longitudinal stress-bearing steel bars 41 and transverse stirrups 42 in the steel cage 4 and the internal filling concrete should be flexibly adjusted according to the actual stress conditions of the cross section.

[0052] In summary, the technical solution of this application has the following beneficial effects:

[0053] 1. The utility model pours concrete into the interior of the box-shaped steel column, fixes the box-shaped steel beam, the box-shaped steel column, two cover plates, two inner partitions and the steel cage into one body, thereby completing the installation and fixation of the box-shaped steel beam and the box-shaped steel column. By pouring a solidifiable object and connecting by welding, the box-shaped steel column will not be affected by the vibration of the box-shaped steel column, and there is no need to perform hole positioning or use small-sized threaded parts, thereby reducing the possibility of failure in the installation and fixation of the box-shaped steel beam and the box-shaped steel column.

[0054] 2. Steel tube concrete composite components have their unique advantages compared with steel components or concrete components. The box-shaped steel beams and box-shaped steel columns adopted in the present invention are steel pipes with thicknesses calculated based on the axial forces and slenderness ratios of the beams and columns. Concrete is poured in the steel pipes, and the steel pipes constrain the lateral deformation of the concrete, so that the concrete in the pipes is in a three-dimensional stress state, delaying the development of longitudinal microcracks in the concrete, and improving the compressive strength and compression deformation capacity of the concrete. At the same time, the inner filling concrete provides lateral constraints on the steel pipes, suppressing the local buckling of the external steel pipes under load, improving the stability of the steel pipes, and thus ensuring that the material fully exerts its performance. Through the combination of concrete and steel pipes, the deficiencies of the two materials themselves can be compensated, and the purpose of giving full play to their respective advantages can be achieved, which significantly improves the stability and safety of the column structure on the steel structure beam.

[0055] 3. The utility model avoids the stiffening ribs at the base of the box-shaped steel column, which can solve the adverse effects of the stiffening ribs at the base of the column protruding into the floor slab on the functional use and aesthetic effect of the indoor space, and eliminates the potential tripping risk of the protruding stiffening ribs to people active indoors.

[0056] The above are merely exemplary embodiments of the present application and are not intended to limit the scope of protection of the present application. The scope of protection of the present application is determined by the appended claims.

Claims

1. A box-section beam-column node structure with internally cast concrete, characterized in that: include: Box-shaped steel beam, with two parallel inner partitions along the longitudinal section on the inside; a box-shaped steel column, located in the middle of the space enclosed by the box-shaped steel beam and the inner partition and longitudinally penetrating the space; A steel cage is located at the intersection of the box-shaped steel beam and the box-shaped steel column; Wherein, the upper flanges of the box-shaped steel beams located on both sides of the bottom of the box-shaped steel column are cover plates that can be covered; Concrete is poured into the interpenetrating box-shaped steel beams and box-shaped steel columns, and the steel cage is anchored in the concrete.

2. The box-section beam-column node structure with internally poured concrete according to claim 1, characterized in that: The steel cage includes multiple longitudinal stress-bearing steel bars and transverse stirrups. The longitudinal stress-bearing steel bars are arranged along the box-shaped steel columns and are bent at right angles and anchored into the concrete of the box-shaped steel beams. The transverse stirrups are densely configured according to the height of the longitudinal stress-bearing steel bars.

3. The box-section beam-column node structure with internally poured concrete according to claim 2, characterized in that: The length of the cover plate is not less than 20 times the diameter of the longitudinal stress-bearing steel bar, and the width of the cover plate is equal to the net distance between the two webs of the box-shaped steel beam.

4. The box-section beam-column node structure with internally poured concrete according to claim 1, characterized in that: The two inner partitions have the same shape and size and are welded to the inner wall of the box-shaped steel beam.

5. The box-section beam-column node structure with internally poured concrete according to claim 1, characterized in that: The box-shaped steel beams, box-shaped steel columns and cover plates are connected by welding.

6. The box-section beam-column node structure with internally poured concrete according to claim 1, characterized in that: The box-shaped steel beams and box-shaped steel columns are all sprayed with fire-proof and anti-corrosion coatings.

7. The box-section beam-column node structure with internally poured concrete according to claim 1, characterized in that: The box-shaped steel column is a box-shaped steel pipe calculated based on the stress conditions of the column.

8. The box-section beam-column joint structure with internally poured concrete according to claim 1, characterized in that: The upper and lower inner walls of the space enclosed by the box-shaped steel beam and the inner partition are both provided with shear studs; the opposite inner walls of the box-shaped steel column along the column length direction are also provided with the shear studs.

9. The box-section beam-column node structure with internally poured concrete according to claim 8, characterized in that: The shear studs are cylindrical head welded studs.

10. The box-section beam-column joint structure with internally poured concrete according to claim 8, characterized in that: The shear studs are installed by welding, and the shear stud models are the models in the steel concrete stud library.

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