CN111593926A - H-shaped steel part filled concrete combined column-reinforced concrete beam joint and design method thereof - Google Patents

H-shaped steel part filled concrete combined column-reinforced concrete beam joint and design method thereof Download PDF

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CN111593926A
CN111593926A CN202010430666.6A CN202010430666A CN111593926A CN 111593926 A CN111593926 A CN 111593926A CN 202010430666 A CN202010430666 A CN 202010430666A CN 111593926 A CN111593926 A CN 111593926A
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赵必大
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Zhejiang University of Technology ZJUT
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    • E—FIXED CONSTRUCTIONS
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Abstract

The H-shaped steel part filling concrete combined column-reinforced concrete beam node and the design method thereof comprise that a part filling type combined column of concrete and a reinforced concrete beam with an end plate at the end part are filled between the flanges of H-shaped steel (or I-shaped steel), the beam in the direction of the strong axis of the column is connected to the flange of the column through a bolt end plate, and the beam in the direction of the weak axis of the column is connected to a plate which is welded between two wings of the column in advance through the bolt end plate; when the partial filling type combined column is processed and manufactured, the filling concrete at the node area is poured after the beam column is installed on site. The invention also comprises a design calculation method of the node. The invention provides a novel beam column node and a design method thereof for an assembled multi-story and high-rise building structure based on the basic earthquake-resistant theory of steel structures, composite structures, concrete structures and building structures.

Description

H-shaped steel part filled concrete combined column-reinforced concrete beam joint and design method thereof
Technical Field
The invention relates to the field of civil engineering steel structure design, and provides a combined column-reinforced concrete beam node suitable for an assembled multi-story and high-rise building and a design method thereof based on basic theories of a steel structure and a combined structure.
Background
In the background of building industrialization, a multi-story high-rise building structure system adopting steel-concrete combined columns and reinforced concrete beams has many advantages: the anti-seismic composite column can better realize the anti-seismic design concept of 'strong columns and weak beams', better fire and anti-corrosion performance than a steel structure, better anti-seismic performance than an assembled concrete structure and the like, but the common H-shaped steel concrete column has the defects of relatively more template usage (equivalent to a reinforced concrete column), complex connecting nodes between the prefabricated combination column and the prefabricated concrete beam, relatively poor reliability and the like.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a partially-filled combined column-reinforced concrete beam joint and a design method thereof.
The partially-packed combined column is characterized in that concrete is filled between flanges of H-shaped steel (or I-shaped steel), longitudinal steel bars are arranged in the weak axis direction of the H-shaped steel, and connecting rods (made of steel bars) are arranged between the flanges of the H-shaped steel. Compared with a conventional steel reinforced concrete composite structure, the partially filled composite structure has the advantages of high prefabrication degree of components, convenience in node connection, low template consumption and the like. The beam of the invention is a reinforced concrete beam with a section of H-shaped steel (with a steel end plate) extending out of the end part. The assembled beam column joint is formed by connecting a reinforced concrete beam and a combined column through the end plates and the bolts, has typical steel structure connection property, and overcomes the defects of complexity and poor reliability of the assembled reinforced concrete structure connection joint.
H shaped steel part packing concrete combination post-reinforced concrete beam node for many high-rise assembled building structure, its characterized in that: the combined column comprises a partially filled combined column and a concrete beam, wherein the part filled with concrete between flanges of H-shaped steel or I-shaped steel is filled with the concrete beam with a steel end plate at the end part, the concrete beam in the H-shaped steel strong axis direction of the combined column is connected to the flanges of the H-shaped steel of the combined column through bolts and end plates, the concrete beam in the H-shaped steel weak axis direction of the combined column is connected to a node plate of the column through the end plates and the bolts, two sides of the node plate are welded on the flanges of the H-shaped steel of the combined column, and the middle of the node plate; the H-shaped steel of the concrete beam comprises H-shaped steel of the concrete beam and beam-end H-shaped steel outside the concrete beam, the beam-end H-shaped steel is connected with the end plate, a web plate is arranged between two flanges of a shallow-inserted part inserted into the H-shaped steel of the concrete beam, and a web plate is not arranged between two flanges of a deep-inserted part; the concrete is the concrete which is refilled in the joint area after the concrete beam and the combination column are assembled.
The H-shaped steel of the combined column is provided with longitudinal ribs in the direction of the weak axis, and an X-shaped tie bar or a connecting rod is arranged between the flanges of the H-shaped steel of the combined column.
The partially filled concrete combined column-reinforced concrete beam connecting node for the multi-story and high-rise assembly building and the design method thereof comprise the following steps:
step S1, according to the basic theory of steel structure and concrete structure, primarily selecting the H-shaped steel section of partial filling type combination column and the reinforced concrete beam section, analyzing and calculating the whole structure according to the combination column and the concrete beam, checking the stability of the combination column according to the calculated component internal force, calculating the longitudinal steel bar, designing the section size and the reinforcing bar of the reinforced concrete beam, wherein the beam has a section of H-shaped steel with a steel end plate at the end part, and the bending resistance yield bearing capacity design value M of the H-shaped steelsbyShould be greater than the bending resistance bearing capacity M of the reinforced concrete beam calculated according to actual reinforcing barsubEnsuring that the destruction of the beam occurs in the reinforced concrete section.
Step S2, according to the theoretical value M of the total-section yield bending moment of the H-shaped steel at the end part of the beamsbuCalculating and determining the total tension T (M) borne by the bolt group near the upper flange and the lower flange of the H-shaped steelsbu/hb1Designing the diameter d of the bolt according to the tension TbNumber of bolts n and arrangement thereof, wherein hb1The distance between the upper flange and the lower flange of the H-shaped steel at the end part of the beam from the middle to the middle.
Step S3, determining the distance from the concrete end of the beam to the steel end plate and the distance from the center of the bolt to the flange of the beam end H-shaped steel according to the minimum operation space required by assembling and screwing the bolt on the beam and the column, determining the length and the width of the steel end plate according to the bolt arrangement, arranging stiffening ribs on the steel end plate, dividing the steel end plate into cells according to different supporting conditions, calculating the plate thickness required by each cell according to the steel structure theory, and taking the maximum value as the steel end plate thickness tp；
Step S4, when the combined column is processed and manufactured, a gusset plate with bolt holes and stiffening ribs is arranged in the weak axis direction of H-shaped steel in the column and used for connecting a reinforced concrete beam, the width of the gusset plate is as high as the section height of the H-shaped steel column, two sides of the gusset plate are welded on two flanges of the H-shaped steel column, the middle of the gusset plate is welded on a web plate of the H-shaped steel through the stiffening ribs, and the gusset plate is used for connecting the beam in the weak axis direction and also plays a role in ensuring that the node area of the beam column has enough shearing-resistant bearing capacity; the longitudinal bars of the combined column are calculated according to the internal force diagram of the column obtained by analyzing the whole structure, the transverse bars connecting two flanges of the H-shaped steel in the combined column adopt an X-shaped tie bar proposed in the research on the anti-seismic performance test of a part of combined beams filled with concrete between the flanges of the H-shaped steel (pages 330 and 336 of the Requirements for building structures 2015 9), and the concrete in the beam-column connecting node region needs to be poured and filled after the assembly of the beams and the column is completed on site;
step S5, when the reinforced concrete beam is processed and manufactured, the H-shaped steel with the end part embedded into the concrete is welded with the studs, the arrangement and the number of the studs and the embedded length l of the H-shaped steelb3The requirements of sufficient transfer of shearing force between concrete and section steel and conservative shearing force according to the tensile force f of the actual longitudinal bar yielding of the beamyAsCalculating so as to sufficiently transmit the bending moment and the shearing force applied to the concrete beam to the H-shaped steel beam section connected to the combination column, and considering the beam according to the span lb0Is divided intob0/3 and 2lb0And a post-cast strip is left on the second part and the third part, so that the post-cast strip can better adapt to on-site assembly construction, such as deviation between the actual span and the designed span of a beam caused by vertical inclination error of a column in a high-rise building.
Preferably, in step S1, the H-beam and the longitudinal bars of the combination column, and the cross-sectional dimension and the reinforcing bars of the concrete beam are designed according to the internal force envelope map calculated by the combination column-reinforced concrete beam structure, so that the H-beam with the steel end plate is arranged at the beam end to facilitate the on-site assembly of the concrete beam and the combination column on the construction site, and the design value M of the bending yield bearing capacity of the H-beamsbyShould be greater than the bending resistance bearing capacity M of the reinforced concrete beam calculated according to actual reinforcing barsubTo ensure that the destruction of the beam occurs in the reinforced concrete section.
Preferably, in the step S2, the theoretical value M of the bending moment of the H-section steel at the end of the concrete beam is determined according to the total cross-sectional yield strength of the H-section steelsbuCalculating and determining the total tension T (M) borne by the bolt group near the upper flange and the lower flange of the section steelsbu/hb1Determining the diameter d of the bolt by T calculationbAnd the number n of bolts and arranging the bolts, wherein hb1The distance between the middle part and the middle part of the upper flange and the lower flange of the H-shaped steel.
Preferably, in step S3, the distance from the end to the end of the concrete of the beam and the distance from the center of the bolt to the flange of the H-section steel at the beam end are determined according to the minimum space required for placing the wrench for screwing the bolt, the length and width of the steel end plate of the beam are determined according to the bolt arrangement, the steel end plate is provided with stiffening ribs and is divided into two-side supporting area and three-side supporting area according to different supporting conditions, and the thickness of the end plate of each supporting grid area is calculated according to the relevant regulations of technical specification of steel structure of light house with portal frame (GB51022-2015), as follows:
two-sided support cell when end plate is extended:
Figure BDA0002500413260000051
two-sided support cell when end plate is flush:
Figure BDA0002500413260000052
three-side support cell:
Figure BDA0002500413260000053
wherein f is the design value of tensile strength of the end plate steel material, N1Design value for tensile load-bearing capacity of a bolt (or anchor bolt), efIs the distance from the center of the bolt to the flange of the H-shaped steel ewDistance from the center of the bolt to the web of the H-section steel, b and bsThe width of the end plate, the width of the stiffening rib and the thickness t of the end plateepGet t1～t3And not less than 16 mm.
Preferably, in step S4, a gusset plate having bolt holes and stiffening ribs is disposed in the direction of the weak axis of the H-beam in the composite column according to the position of the beam for connecting the reinforced concrete beam, the width of the gusset plate is the same as the height of the section of the H-beam column, two sides of the gusset plate are welded to two flanges of the H-beam column, the middle of the gusset plate is welded to a web of the H-beam through the stiffening ribs, and the gusset plate is used for connecting the beam in the direction of the weak axis and also plays a role in ensuring that the node area of the beam column has sufficient shear bearing capacity; the longitudinal bars in the direction of the weak axis of the combined column are designed and calculated according to an internal force enveloping diagram of the column obtained by analyzing the whole structure, the transverse bars connecting two flanges of the H-shaped steel in the combined column adopt an X-shaped tie bar proposed by the research on the anti-seismic performance test of a part of combined beams filled with concrete between the flanges of the H-shaped steel (2015 9-month supplement, 330-336 pages), and the concrete in the joint area of the beam column is poured and filled after the assembly of the beam and the column is completed on site;
in step S5, the bending moment and the shearing force applied to the reinforced concrete beam are sufficiently transmitted to the H-section steel beam section connected to the composite column according to the requirement of sufficient transmission of the shearing force between the concrete and the section steel, and the length of the H-section steel embedded in the concrete beam and the number N of the shear studs on the flange of the H-section steel are determined to be Q/Nc vWherein Q is the limit value f of the actual longitudinal bar tension of the beam in shear forceuAsCalculation of Nc vThe shear bearing capacity design value of a single stud is calculated according to the design standard of a steel structure (GB50017-2017) as follows:
Figure BDA0002500413260000061
in the formula, EcIs the modulus of elasticity of concrete, AsFor the cross-sectional area of the shank of the cylindrical head weld nail, fcDesigned value for concrete compressive strength, fuThe design value of the ultimate tensile strength of the cylindrical head welding nail is obtained.
Furthermore, it is contemplated that the beam may be positioned at span lb0Is divided intob0/3 and 2lb0And a post-cast strip is left on the second part and the third part, so that the post-cast strip can better adapt to on-site assembly construction, such as deviation between the actual span and the designed span of a beam caused by vertical inclination error of a column in a high-rise building.
The invention has the beneficial effects that:
the invention is applied to an assembled multi-high-rise building structure, and provides an assembled frame beam column node, wherein a beam is a prefabricated reinforced concrete beam with a section of H-shaped steel (with an end plate) extending outwards from the end part, a column is a prefabricated combined column filled with concrete between flanges of the H-shaped steel, the beam and the column are connected through the end plate, the flanges of the H-shaped steel of the combined column (or a node plate with stiffening ribs welded on the flanges of the H-shaped steel at two sides) and a bolt, and the concrete to be filled in a beam column node area is cast in situ after the beam and the column are assembled on site. And designing H-shaped steel and longitudinal bars of the combined structure and reinforcing bars of the concrete beam according to the internal force of the component calculated by the combined column-concrete beam frame structure system. According to the design value M of the bending resistance yield bearing capacity of the H-shaped steelsbyIs greater than the bending resistance bearing capacity M of the reinforced concrete beam calculated according to actual reinforcing barsubAnd designing the beam-end H-shaped steel. According to the theoretical value M of the total cross-section yield bending moment of the beam-end H-shaped steelsbuBolt and end plate design was performed. And according to the position of the beam in the weak axis direction of the H-shaped steel in the column and the size of the end plate, welding gusset plates with stiffening ribs in the middle at the positions of two flanges and a web plate of the H-shaped steel in the column. The invention can provide an assembled frame beam column node of a 'strong column weak beam' and 'strong node' seismic design concept, and provides a design method of the node; the invention can better solve the problem that the traditional steel frame bolt end plate beam column connecting node is difficult to be used for high-rise building structures due to the vertical perpendicularity deviation of the column (the deviation between the actual span and the design span of the beam).
Drawings
Fig. 1a to 1e are structural views of a reinforced concrete beam in a node according to the present invention, in which fig. 1a is a structural view of a reinforced concrete beam in a node according to the present invention, fig. 1B is a sectional view taken along a-a of fig. 1a, fig. 1C is a sectional view taken along B-B of fig. 1a, fig. 1D is a sectional view taken along C-C of fig. 1a, and fig. 1e is a sectional view taken along D-D of fig. 1 a.
Fig. 2a to 2c are structural views of an H-section steel partially-filled concrete composite column in a node according to the present invention, wherein fig. 2a is a structural view of an H-section steel partially-filled concrete composite column in a node according to the present invention, fig. 2b is a sectional view taken along E-E of fig. 2a, and fig. 2c is a sectional view taken along F-F of fig. 2 a.
Fig. 3 a-3 d are schematic views of a partially filled concrete composite column-reinforced concrete beam joint (taking the corner column position as an example) of the present invention, wherein: FIG. 3a is a 3D schematic of a node of the present invention; FIG. 3b is a schematic diagram of the construction of the node of the present invention; FIG. 3c is a sectional view taken along line a-a of FIG. 3 b; fig. 3d is a cross-sectional view taken along line b-b of fig. 3 b.
Fig. 4 a-4 c show the end plate cells and associated geometry for different support conditions, where fig. 4a shows the cell division for an end plate without stiffeners, fig. 4b shows the cell division for an end plate with stiffeners on only the overhanging portion, and fig. 4c shows the cell division for an end plate with stiffeners on both the overhanging and inside portions.
Fig. 5 is a flow chart of the method of the present invention.
Detailed Description
The technical scheme of the invention is further explained by combining the attached drawings.
Part numbers of the drawings attached to the specification: the concrete beam comprises a concrete beam 1, longitudinal bars 2 of the concrete beam, stirrups 3 of the concrete beam, beam-end H-shaped steel 4, end plates 5 of the concrete beam, end plate stiffening ribs 6 of the concrete beam, studs 7 in the concrete beam, flanges 8 of the H-shaped steel inserted into the concrete beam, a combined column 9 filled with part of the H-shaped steel, H-shaped steel 10 of the combined column, longitudinal bars 11 of the combined column, X-shaped tie bars (transverse steel bars) 12 of the combined column, node plates 13 welded to two flanges of the H-shaped steel of the combined column, stiffening ribs 14 of the node plates of the combined column, high-strength bolts 15, an end plate cantilever grid area 16, two-side support grid areas 17 of the end plate, three-side support grid areas 18 of the end plate and a rib-free grid area 19 of the end.
The concrete beam 1 is connected with the combined column-concrete beam node of the partially filled combined column 9 through the end plate 5 and the bolt 15, the node can be used for an assembled multi-story and high-rise building structure, and has the advantages of strong nodes, strong columns, weak beams, avoidance of on-site welding, convenience in construction and the like. A design calculation method of the node is provided by using the basic theories of steel structure, concrete structure, composite structure and structural seismic resistance.
The H-shaped steel partially-filled concrete combined column-reinforced concrete beam node is used for an assembled multi-story and high-rise building structure, and comprises a partially-filled combined column 9 which is filled with concrete between flanges of H-shaped steel 10, is provided with longitudinal steel bars 11, is provided with a node plate 13 at the position of a beam in the direction of a weak axis, and is provided with a section of reinforced concrete beam 1 with an overhanging H-shaped steel 4 at the end part and is connected with the combined column through a bolt 15 and an end plate 5.
The structure of reinforced concrete roof beam and steel-concrete combination post accords with "strong post weak beam" antidetonation design theory, has better fire prevention corrosion resisting property than the steel construction, has better antidetonation ductility etc. than concrete structure, can realize the antidetonation design theory of "strong node weak member (roof beam)" through the end plate of design roof beam tip and overhanging H shaped steel: failure occurs where the concrete leaves the beam-column connection.
The H-shaped steel part filled concrete combined column-reinforced concrete beam node for the multi-story and high-rise assembled building structure comprises the following steps of:
s1, analyzing and calculating the whole structure of the composite column-concrete beam, checking the stability of the composite column and calculating the longitudinal steel bar according to the internal force of the member obtained by calculation, designing the section size and the reinforcing bar of the reinforced concrete beam, wherein the beam is provided with a section of H-shaped steel with a steel end plate at the end part, and the bending resistance yield bearing capacity design value M of the H-shaped steelsbyShould be greater than the bending resistance bearing capacity M of the reinforced concrete beam calculated according to actual reinforcing barsubEnsuring that the destruction of the beam occurs in the reinforced concrete section, the beam of the node of the invention is shown in figure 1.
S2, obtaining the theoretical value M of the total-section yield bending moment of the H-shaped steel at the end part of the beamsbuCalculating and determining the total tension T (M) borne by the bolt group near the upper flange and the lower flange of the H-shaped steelsbu/hb1Designing the diameter d of the bolt according to the tension TbNumber of bolts n and arrangement thereof, wherein hb1The distance between the upper flange and the lower flange of the H-shaped steel at the end part of the beam from the middle to the middle.
S3, determining the distance from the concrete end of the beam to the steel end plate and the distance from the center of the bolt to the flange of the beam end H-shaped steel according to the minimum operation space required by assembling and screwing the bolt on the beam and the column, determining the length and the width of the steel end plate according to the bolt arrangement, arranging stiffening ribs on the steel end plate, dividing the steel end plate into cells according to different supporting conditions, and calculating the cell location according to the theory of the steel structureThe required plate thickness is taken as the maximum value of the thickness t of the steel end platep；
Step S4, when the combined column is processed and manufactured, a gusset plate with bolt holes and stiffening ribs is arranged in the weak axis direction of H-shaped steel in the column and used for connecting a reinforced concrete beam, the width of the gusset plate is as high as the section height of the H-shaped steel column, two sides of the gusset plate are welded on two flanges of the H-shaped steel column, the middle of the gusset plate is welded on a web plate of the H-shaped steel through the stiffening ribs, and the gusset plate is used for connecting the beam in the weak axis direction and also plays a role in ensuring that the node area of the beam column has enough shearing-resistant bearing capacity; the longitudinal bars of the combined column are calculated according to the internal force diagram of the column obtained by analyzing the whole structure, the transverse bars of the two flanges of the H-shaped steel in the combined column are connected by adopting an X-shaped tie bar proposed in the research on the anti-seismic performance test of the partial combined beam filled with concrete between the flanges of the H-shaped steel (the 2015, the 9-month supplement, 330-336), the combined column is as shown in the attached figure 2, the concrete in the beam-column connecting node area needs to be poured and filled after the beam and column assembly is completed on site, and the beam-column connecting nodes are as shown in the attached figure 3;
step S5, when the reinforced concrete beam is processed and manufactured, the H-shaped steel with the end part embedded into the concrete is welded with the studs, the arrangement and the number of the studs and the embedded length l of the H-shaped steelb3The requirements of sufficient transfer of shearing force between concrete and section steel and conservative shearing force according to the tensile force f of the actual longitudinal bar yielding of the beamyAsCalculating so as to sufficiently transmit the bending moment and the shearing force applied to the concrete beam to the H-shaped steel beam section connected to the combination column, and considering the beam according to the span lb0Is divided intob0/3 and 2lb0And a post-cast strip is left on the second part and the third part, so that the post-cast strip can better adapt to on-site assembly construction, such as deviation between the actual span and the designed span of a beam caused by vertical inclination error of a column in a high-rise building.
The invention is based on the basic theory of steel structure, composite structure, concrete structure and building structure earthquake resistance, realizes the earthquake resistance design concept of 'strong column weak beam' and 'strong node weak member (beam)' through reasonable design, and the possible failure modes of the node of the invention mainly comprise reinforced concrete beam bending failure, bolt tension failure, end plate failure (plastic hinge line mode) and node area shearing failure, and the invention designs each component such as an end plate and the like according to various failure modes. The node damage is caused to occur on the reinforced concrete beam part through reasonable design. The invention provides a novel beam column node and a design method thereof for an assembled multi-story and high-rise building structure.
The embodiments described in this specification are merely illustrative of implementations of the inventive concept and the scope of the present invention should not be considered limited to the specific forms set forth in the embodiments but rather by the equivalents thereof as may occur to those skilled in the art upon consideration of the present inventive concept.

Claims (8)

  1. H shaped steel part packing concrete combination post-reinforced concrete beam node for many high-rise assembled building structure, its characterized in that: the combined column comprises a partially filled combined column and a concrete beam, wherein the part filled with concrete between flanges of H-shaped steel or I-shaped steel is filled with the concrete beam with a steel end plate at the end part, the concrete beam in the H-shaped steel strong axis direction of the combined column is connected to the flanges of the H-shaped steel of the combined column through bolts and end plates, the concrete beam in the H-shaped steel weak axis direction of the combined column is connected to a node plate of the column through the end plates and the bolts, two sides of the node plate are welded on the flanges of the H-shaped steel of the combined column, and the middle of the node plate; the H-shaped steel of the concrete beam comprises H-shaped steel of the concrete beam and beam-end H-shaped steel outside the concrete beam, the beam-end H-shaped steel is connected with the end plate, a web plate is arranged between two flanges of a shallow-inserted part inserted into the H-shaped steel of the concrete beam, and a web plate is not arranged between two flanges of a deep-inserted part; the concrete is the concrete which is refilled in the joint area after the concrete beam and the combination column are assembled.
  2. 2. The H-section steel partially-filled concrete composite column-reinforced concrete beam node of claim 1, wherein: an X-shaped tie bar or a connecting rod is arranged between the longitudinal bar and the flange of the H-shaped steel in the weak axis direction of the H-shaped steel of the combined column.
  3. 3. The method of designing a partially filled composite column-reinforced concrete beam joint of claim 1, wherein: the method comprises the following steps:
    step S1, according to the basic theory of steel structure and concrete structure, preliminarily determining the H-shaped steel section of partial filling type combination column and the section of reinforced concrete beam, analyzing and calculating the inner force enveloping diagram of the component according to the combination column-concrete beam structure, checking and calculating the stability of the combination column according to the inner force, determining the longitudinal steel bar, designing the section size and the reinforcing bar of the reinforced concrete beam, the end part of the beam is provided with a section of H-shaped steel with steel end plates for on-site assembly, and the design value M of the bending resistance yield bearing capacity of the beam end H-shaped steelsbyShould be greater than the bending resistance bearing capacity M of the reinforced concrete beam calculated according to actual reinforcing barsubEnsuring that the destruction of the beam occurs in the reinforced concrete section.
    Step S2, according to the theoretical value M of the total-section yield bending moment of the H-shaped steel at the end part of the beamsbuCalculating and determining the total tension T (M) borne by the bolt group near the upper flange and the lower flange of the H-shaped steelsbu/hb1Designing the diameter d of the bolt according to the tension TbNumber of bolts n and arrangement thereof, wherein hb1The distance between the upper flange and the lower flange of the H-shaped steel at the end part of the beam from the middle to the middle.
    Step S3, determining the distance from the concrete end of the beam to the steel end plate and the distance from the center of the bolt to the flange of the H-shaped steel of the beam end according to the minimum operation space required by screwing the bolt during the assembly of the beam and the column on site, determining the length and the width of the steel end plate of the beam according to the arrangement of the bolt, arranging stiffening ribs on the steel end plate, dividing the steel end plate into regions according to different supporting conditions, calculating the plate thickness required by each region according to the theory of the steel structure, and taking the maximum value as the thickness t of the steel end platep；
    Step S4, when processing and manufacturing the partially filled steel-concrete composite column, arranging a gusset plate with bolt holes and stiffening ribs in the weak axis direction of H-shaped steel in the composite column for connecting reinforced concrete beams, wherein the width of the gusset plate is the same as the section height of the H-shaped steel column, two sides of the gusset plate are welded on two flanges of the H-shaped steel column, the middle of the gusset plate is welded on a web plate of the H-shaped steel through the stiffening ribs, and the gusset plate is used for connecting the beam in the weak axis direction and playing a role in ensuring that the node area of the beam column has enough shear bearing capacity; the longitudinal bars in the direction of the weak axis of the combined column are designed and calculated according to an internal force enveloping diagram of the column obtained by analyzing the whole structure, the transverse bars connecting two flanges of the H-shaped steel in the combined column adopt an X-shaped tie bar proposed by the research on the anti-seismic performance test of a part of combined beams filled with concrete between the flanges of the H-shaped steel (2015. journal 330 and 336 pages of architecture structure academy of sciences), and the concrete in the beam-column connecting joint region needs to be poured and filled again after the assembly of the beam and the column is completed on site;
    step S5, when the reinforced concrete beam is processed and manufactured in a factory, the H-shaped steel at the end part is welded with the studs, the arrangement and the number of the studs and the embedded length of the H-shaped steel meet the requirement of sufficient shear force transmission between the concrete and the shaped steel, and the actual longitudinal bar tension limit value f of the shear force removable beamuAsSo that the bending moment and shearing force applied to the reinforced concrete beam are fully transferred to the H-shaped steel beam section connected to the combined column, and the beam is arranged according to the span lb0Is divided intob0/3 and 2lb0And a post-cast strip is reserved on the second part and the third part, so that the post-cast strip can better adapt to field assembly construction, such as deviation between the actual span and the designed span of a beam caused by vertical inclination error of a column in a high-rise building.
  4. 4. The design method of claim 3, wherein in step S1, the H-beam and the longitudinal bar in the weak axis direction of the composite column, the section size of the reinforced concrete beam and the reinforcing bar are designed according to an internal force envelope diagram of the structural member obtained by analyzing and calculating the overall structure of the H-beam partially filled concrete composite column-reinforced concrete beam structure. The end part of the beam is provided with a section of H-shaped steel with a steel end plate so as to facilitate the on-site assembly of the concrete beam and the combination column, and the bending yield bearing capacity design value M of the beam-end H-shaped steelsbyShould be greater than the bending resistance bearing capacity M of the reinforced concrete beam calculated according to actual reinforcing barsubTo ensure that the destruction of the beam occurs in the reinforced concrete section.
  5. 5. The design method according to claim 3, wherein in the step S2, the theoretical value M of the bending moment of the H-shaped steel at the end of the beam according to the full-section yield is determinedsbuCalculating and determining the total tension T (M) borne by the bolt group near the upper flange and the lower flange of the section steelsbu/hb1Determining the diameter d of the bolt by T calculationbAnd the number n of bolts and arranging the bolts, wherein hb1The distance between the middle part and the middle part of the upper flange and the lower flange of the H-shaped steel.
  6. 6. The design method according to claim 3, wherein in step S3, the distance from the concrete end of the beam to the steel end plate and the distance from the center of the bolt to the H-beam flange end are determined according to the minimum space required for placing the wrench for screwing the bolt, the length and width of the steel end plate of the beam are determined according to the bolt arrangement, the steel end plate is provided with stiffening ribs and is divided into two-side supporting area and three-side supporting area according to different supporting conditions, and the thickness of the end plate of each supporting grid area is calculated according to the relevant regulations of technical Specification for lightweight House Steel construction with Portal rigid frame (GB51022-2015), as follows:
    two-sided support cell when end plate is extended:
    Figure FDA0002500413250000041
    two-sided support cell when end plate is flush:
    Figure FDA0002500413250000042
    three-side support cell:
    Figure FDA0002500413250000043
    wherein f is the design value of tensile strength of the end plate steel material, N1Design value for tensile load-bearing capacity of a bolt (or anchor bolt), efIs the distance from the center of the bolt to the flange of the H-shaped steel ewDistance from the center of the bolt to the web of the H-section steel, b and bsThe width of the end plate, the width of the stiffening rib and the thickness t of the end plateepGet t1～t3And not less than 16 mm.
  7. 7. The design method according to claim 3, wherein: in the step S4, a gusset plate having bolt holes and stiffening ribs is disposed in the weak axis direction of the H-beam in the composite column according to the position of the beam for connecting the reinforced concrete beam, the width of the gusset plate is equal to the height of the section of the H-beam column, two sides of the gusset plate are welded to two flanges of the H-beam column, the middle of the gusset plate is welded to a web of the H-beam through the stiffening ribs, and the gusset plate is used for connecting the beam in the weak axis direction and also plays a role in ensuring that the node area of the beam column has sufficient shear bearing capacity; the longitudinal bars in the weak axis direction of the combined column are designed and calculated according to an internal force enveloping diagram of the column obtained by analyzing the whole structure, the transverse bars connecting two flanges of the H-shaped steel in the combined column adopt an X-shaped tie bar proposed by the research on the anti-seismic performance test of a part of combined beams filled with concrete between the flanges of the H-shaped steel (2015. journal 330 and 336 pages of architecture structure academy), and the concrete in the beam-column connecting joint region needs to be poured and filled again after the assembly and assembly of the beam and the column are completed on site.
  8. 8. The design method according to claim 3, wherein: in step S5, a section of H-beam is set aside between the steel end plate of the beam and the concrete according to the operation space required for tightening the bolts when assembling the concrete beam and the composite column, and the bending moment and the shearing force applied to the reinforced concrete beam are sufficiently transmitted to the section of the H-beam connected to the composite column according to the requirement of sufficient transmission of the shearing force between the concrete and the section steel, so as to determine the length of the H-beam embedded in the concrete and the number N of the shear studs on the flange of the H-beam, i.e., Q/Nc vWherein Q is the limit value f of the actual longitudinal bar tension of the beam in shear forceuAsCalculation of Nc vThe shear bearing capacity design value of a single stud is calculated according to the design standard of a steel structure (GB50017-2017) as follows:
    Figure FDA0002500413250000051
    in the formula, EcIs the modulus of elasticity of concrete, AsFor the cross-sectional area of the shank of the cylindrical head weld nail, fcDesigned value for concrete compressive strength, fuThe design value of the ultimate tensile strength of the cylindrical head welding nail is obtained.
    In addition, the beam may be considered to be pressedSpan lb0Is divided intob0/3 and 2lb0And a post-cast strip is left on the second part and the third part, so that the post-cast strip can better adapt to on-site assembly construction, such as deviation between the actual span and the designed span of a beam caused by vertical inclination error of a column in a high-rise building.
CN202010430666.6A 2020-05-20 2020-05-20 H-shaped steel part filled concrete combined column-reinforced concrete beam joint and design method thereof Pending CN111593926A (en)

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CN112417552A (en) * 2020-11-06 2021-02-26 中国建筑第七工程局有限公司 Design method of semi-rigid connection node of low-multi-layer assembled concrete beam column
CN113175259A (en) * 2021-05-06 2021-07-27 西南交通大学 Multidirectional connection steel beam column joint based on dry connection
CN113268798A (en) * 2021-05-24 2021-08-17 福建省晨曦信息科技股份有限公司 Method for generating steel bar in column section, computer device and readable storage medium
CN114547758A (en) * 2022-03-18 2022-05-27 湖北省工业建筑集团有限公司 Calculation method for exposed steel column hinged column base
CN117386006A (en) * 2023-12-12 2024-01-12 中铁房地产集团设计咨询有限公司 Multi-high-rise assembled beam through type outsourcing concrete type steel special-shaped column structure system

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112417552A (en) * 2020-11-06 2021-02-26 中国建筑第七工程局有限公司 Design method of semi-rigid connection node of low-multi-layer assembled concrete beam column
CN112417552B (en) * 2020-11-06 2024-03-08 中国建筑第七工程局有限公司 Design method of low multilayer assembled concrete beam column semi-rigid connection node
CN113175259A (en) * 2021-05-06 2021-07-27 西南交通大学 Multidirectional connection steel beam column joint based on dry connection
CN113268798A (en) * 2021-05-24 2021-08-17 福建省晨曦信息科技股份有限公司 Method for generating steel bar in column section, computer device and readable storage medium
CN113268798B (en) * 2021-05-24 2022-04-12 福建晨曦信息科技集团股份有限公司 Method for generating steel bar in column section, computer device and readable storage medium
CN114547758A (en) * 2022-03-18 2022-05-27 湖北省工业建筑集团有限公司 Calculation method for exposed steel column hinged column base
CN117386006A (en) * 2023-12-12 2024-01-12 中铁房地产集团设计咨询有限公司 Multi-high-rise assembled beam through type outsourcing concrete type steel special-shaped column structure system
CN117386006B (en) * 2023-12-12 2024-03-22 中铁房地产集团设计咨询有限公司 Multi-high-rise assembled beam through type outsourcing concrete type steel special-shaped column structure system

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