CN114934635A - Steel bar truss concrete column - Google Patents
Steel bar truss concrete column Download PDFInfo
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- CN114934635A CN114934635A CN202210632105.3A CN202210632105A CN114934635A CN 114934635 A CN114934635 A CN 114934635A CN 202210632105 A CN202210632105 A CN 202210632105A CN 114934635 A CN114934635 A CN 114934635A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/30—Columns; Pillars; Struts
- E04C3/34—Columns; Pillars; Struts of concrete other stone-like material, with or without permanent form elements, with or without internal or external reinforcement, e.g. metal coverings
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/0627—Three-dimensional reinforcements composed of a prefabricated reinforcing mat combined with reinforcing elements protruding out of the plane of the mat
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Abstract
The invention discloses a reinforced concrete column with a steel bar truss, which comprises a concrete column formed by combined support of a steel bar framework, wherein the concrete column comprises longitudinal bars, stirrups and a steel bar truss, the stirrups tie the longitudinal bars and the steel bar truss in the constraint column, the steel bar truss is arranged at the corner part in the concrete column, the steel bar truss comprises chord members and web members, the web members are connected with the chord members which are arranged in parallel, and other longitudinal bars arranged in the concrete column are in lap joint combination with the steel bar truss to form a closed space steel bar framework structure. In order to improve the bearing capacity and the energy consumption capability of the column end and promote the formation of a yield mechanism of a 'strong column and weak beam', the invention provides a method of a steel bar truss column by taking the thought of a steel structure lattice column as a reference from the optimization of a column steel bar structure penetrating through a beam column node, so as to promote the formation of a 'strong column' through the structural optimization of a steel bar framework on the basis of following the design principle of the existing standard strong column and weak beam.
Description
Technical Field
The invention relates to a reinforced truss concrete column, and relates to the technical field of building construction structure design.
Background
Currently, survey shows, according to the relevant earthquake damage: the expected 'strong beam and weak beam' failure mechanism of the earthquake-proof design appears rarely, otherwise, the phenomenon of column failure and collapse generally exists, the beam is damaged more lightly than the column, the node failure condition is less than the column end failure, generally, the node is mostly destroyed by the column end, and the failure form of the 'strong beam and weak beam' is presented.
The utility model patent application with the application number of CN201920222553.X discloses a novel light sandwich concrete steel bar truss column structure, belongs to the related technical field of building construction, and comprises light concrete, a concrete shell and a fireproof coating layer, wherein the fireproof coating layer is wrapped on the outer surface of the light concrete, and the concrete shell is wrapped on the outer surface of the fireproof coating layer; the building structure is characterized by further comprising a steel bar truss, wherein the steel bar truss is arranged in the lightweight concrete, the building structure can be produced in a factory and then transported to a site for assembly, and the building structure is very suitable for assembly type buildings and has wide application prospects. The structure is characterized in that the overall stability of the column is increased after the structure is convenient to assemble and put in, the structural damage form of a strong beam and weak column is not solved, the bearing capacity and the energy consumption capacity of the column end are improved without an effective technical scheme, and the yield mechanism of the column cannot be changed so as to optimize the structural damage form of the stress mode of a building and the stress of the beam column.
Disclosure of Invention
The invention aims to solve the existing problems and provides a steel bar truss concrete column which comprises a concrete column formed by combined support of a steel bar framework, wherein the concrete column comprises longitudinal bars, stirrups and steel bar trusses, the stirrups tie the longitudinal bars and the steel bar trusses in the constraint column, the steel bar trusses are arranged at corners in the concrete column and comprise chord members and web members, the web members are connected with the chord members arranged in parallel, and other longitudinal bars arranged in the concrete column are in lap joint with the steel bar trusses to form a closed space steel bar framework structure. In order to improve the bearing capacity and the energy consumption capability of the column end and promote the formation of a yield mechanism of a 'strong column and a weak beam', the invention provides a method of a steel bar truss column by taking the thought of a steel structure lattice column as a reference from the optimization of a column steel bar structure penetrating through a beam column node, so as to promote the formation of the 'strong column' through the optimization of the steel bar structure on the basis of following the design principle of the existing standard strong column and the weak beam.
The technical scheme adopted by the invention is as follows:
the invention discloses a reinforced concrete column with a steel bar truss, which comprises a concrete column formed by combined support of a steel bar framework, wherein the concrete column comprises longitudinal bars, stirrups and a steel bar truss, the stirrups tie the longitudinal bars and the steel bar truss in the constraint column, the steel bar truss is arranged at the corner part in the concrete column, the steel bar truss comprises chord members and web members, the web members are connected with the chord members which are arranged in parallel, and other longitudinal bars arranged in the concrete column are in lap joint combination with the steel bar truss to form a closed space steel bar framework structure.
The steel bar truss column is a reinforced concrete member, and a steel bar framework in the column is optimized by using the thought of a steel structure lattice column for reference, so that the steel bar framework has certain bearing capacity after the concrete at the column end is crushed, and the steel bar framework cannot be damaged instantly;
furthermore, the concrete structure is that a steel bar truss is arranged at the original position of the corner ribs at the four corners of the concrete column to replace the corner ribs and is used for simulating the branches of the lattice column, and the constraint of the column stirrup simulates the batten plate of the lattice column. The web members of the steel bar truss are connected and combined with the longitudinal bars at the corners of the concrete column; the structural form of the right-angled triangle open steel bar truss or the right-angled triangle closed steel bar truss or the rectangular steel bar truss can be formed.
Furthermore, a corner of a steel bar truss is embedded in the concrete column to form a steel bar truss column, and the steel bar truss is arranged in the concrete column in a through-height mode or in a beam column node range in the concrete column. The calculation of the area of the longitudinal bars of the concrete column is the same as that of the common reinforced concrete column, and the equal area of the angle bars is replaced by three or four small-diameter steel bars when the longitudinal bars are used for selecting the bars, so that the bearing capacity of the column is ensured.
Furthermore, the calculation of the area of the stirrup in the column is the same as that of the common reinforced concrete column, and the reinforcement selection of the stirrup is the same as that of the common reinforced concrete column. The effect of web member in the steel bar truss needs to be considered in the calculation of node district's stirrup, and the area of stirrup reduces to some extent, and the interval increases, and the reinforcing bar of minimizing node district is intensive.
The invention discloses a design method of a reinforced truss concrete column, which comprises the concrete column formed by combined support of a steel reinforcement framework, wherein the concrete column comprises longitudinal bars, stirrups and reinforced trusses, the reinforced trusses are arranged at the corners of the concrete column, and comprise web members and chord members, and are combined to form the reinforced truss column, and the method specifically comprises the following steps:
s1: designing a right section of the steel bar truss column;
s2: designing an oblique section of the steel bar truss column;
s3: checking calculation of a node area of the steel bar truss column;
s4: and (4) checking and calculating the rigidity of a steel reinforcement framework in the steel reinforcement truss column.
The invention has the following technical effects:
the invention provides a reinforced truss concrete column, which promotes the formation of a yield mechanism of a 'strong column and weak beam' of a building by optimizing the structure of a reinforcing steel bar.
The method comprises the following specific steps:
1. the invention is different from the reinforced concrete column adopted in the prior art, the bearing capacity and the lateral stiffness of the reinforced concrete column with the corner part provided with the reinforced truss are improved to a certain extent, and when the contribution of a column end reinforced truss web member is not considered or is less considered, the bearing capacity of the column end can be improved, and the probability of hinge-out of the column end is reduced. In addition, the closed space steel bar truss can play a good constraint role in concrete poured in the space steel bar truss, so that the compressive strength of the concrete is improved, and the compressive bearing capacity of the column is improved.
2. The designed steel bar truss can restrain the concrete in the wrapping range, so that the bearing capacity and the ductility of the concrete are improved, the rigidity of the steel bar truss can be increased by the bonding support of the concrete on the steel bar truss, and the bearing capacity, the ductility and the energy consumption capacity of the column can be improved by the cooperative work of the concrete and the steel bar truss. In addition, the steel bar truss and the concrete within the constraint range form a whole, so that the crushing of the concrete can be delayed in the damage stage, and the residual deformation capacity of the column is improved.
3. The steel bar truss in the steel bar truss column and the concrete work together through bonding and anchoring, no extra construction measures are needed, and the steel bar truss column can be conveniently applied to common cast-in-place and prefabricated reinforced concrete frame structures.
Drawings
FIG. 1 is a schematic view of a right angle triangular open steel truss column cross section and corner steel trusses of the present invention;
FIG. 2 is a schematic view of a right angle triangular closed steel truss column of the present invention with a cross section and a corner steel truss;
FIG. 3 is a schematic view of a rectangular steel truss column cross section and corner steel trusses of the present invention;
FIG. 4 is a diagram of a common reinforcement cage model;
FIG. 5 is a model diagram of a steel bar truss framework;
FIG. 6 is a horizontal load displacement relationship diagram of a common steel reinforcement cage;
FIG. 7 is a horizontal load displacement relationship diagram of a steel bar truss framework;
FIG. 8 is a schematic view of an oblique cross-section insulator of the present invention;
FIG. 9 is a graph of the stiffness of a single bar versus the lateral displacement resistance of a single side bar truss;
the labels in the figure are: 1-longitudinal bar, 2-stirrup, 3-steel bar truss, 301-right triangle open steel bar truss, 302-right triangle closed steel bar truss, 303-rectangular steel bar truss, 4-chord member and 5-web member.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments.
In the embodiment, the adopted data is a preferred scheme, but is not used for limiting the invention;
in this embodiment, the basic construction process of the steel bar truss column is the same as that of a common steel bar concrete column. The steel bar truss needs to be processed before the steel bar framework is bound, the steel bar truss is welded, and a factory processing mode can be adopted. The longitudinal arrangement of the stirrups along the column needs to be positioned by combining a steel bar truss, and the stirrups are positioned at the same truss node.
Example 1
As shown in fig. 1-7, this embodiment provides a steel bar truss concrete column, including the concrete column that steel bar framework combined support formed, including indulging muscle, stirrup and steel bar truss in the concrete column, the stirrup drawknot retrains muscle and steel bar truss indulges in the post, and bight in the concrete column is provided with steel bar truss, and steel bar truss includes chord member and web member, and parallel arrangement's chord member is connected to the web member, the web member is the wave setting in the continuous butt joint on the chord member of both sides, and the end welding of adjacent chord member is on same node of chord member, sets up other indulging muscle and steel bar truss overlap joint combination in the concrete column, forms closed space steel bar framework structure.
In this embodiment, the steel bar truss column is a reinforced concrete member, and the steel skeleton in the column is optimized by using the thought of the steel structure lattice column for reference, so that the steel skeleton has a certain bearing capacity after the column end concrete is crushed, and the steel skeleton is not damaged instantaneously. Furthermore, the concrete structure of the steel bar truss is that the steel bar truss is arranged at the original position of the angle bars at the four corners of the concrete column to replace the angle bars, so as to simulate the branches of the lattice column, and the constraint of the hooping of the column simulates the batten plate of the lattice column.
In this embodiment, a corner of a steel bar truss is embedded in the concrete column to form a steel bar truss column, and the steel bar truss is set at a through height in the concrete column or within a beam column node range in the concrete column. The calculation of the area of the longitudinal bars of the concrete column is the same as that of the common reinforced concrete column, and the equal area of the angle bars is replaced by three or four small-diameter steel bars when the longitudinal bars are used for selecting the bars, so that the bearing capacity of the column is ensured. Furthermore, the calculation of the area of the stirrup in the column is the same as that of the common reinforced concrete column, and the reinforcement selection of the stirrup is the same as that of the common reinforced concrete column. The effect of web member in the steel bar truss need be considered in the calculation of node district stirrup, and the area of stirrup reduces to some extent, and the interval increases, and the reinforcing bar that reduces node district as far as possible is intensive.
In this embodiment, the steel truss column may be used in a common cast-in-place reinforced concrete frame structure, and may also be used in a prefabricated reinforced concrete frame structure. The reasonable arrangement of the steel bar truss column can influence the formation and development of the structural plastic hinge.
Example 2
As shown in fig. 1-7, this embodiment provides a steel bar truss concrete column, including the concrete column that steel bar framework combined support formed, including indulging muscle, stirrup and steel bar truss in the concrete column, the stirrup is drawed and is tied indulge muscle and steel bar truss in the restraint post, bight in the concrete column is provided with steel bar truss, and steel bar truss includes chord member and web member, and parallel arrangement's chord member is connected to the web member, the web member is the wave setting in the continuous butt joint on the chord member of both sides, and the end welding of adjacent chord member is on same node of chord member, sets up other indulging muscle and steel bar truss lap-joint combinations in concrete column, forms closed space steel bar framework structure.
In this embodiment, the web members of the steel bar truss are connected and combined with the longitudinal bars at the corners of the concrete column, so as to form a structural form of a right-angled triangular open steel bar truss or a right-angled triangular closed steel bar truss or a rectangular steel bar truss.
In this embodiment, as shown in fig. 1, the present embodiment provides a right triangle open steel bar truss, and the right triangle open steel bar truss has the advantages of simple structure and definite force transmission of the steel bar truss. When the right-angled triangle opening steel bar truss is used for replacing the corner column and is arranged in the reinforced concrete column, the pouring quality of concrete in the reinforced concrete column is not influenced. However, because the steel bar truss is an opening, more constraints can not be formed on the concrete, and the compressive strength of the concrete is not improved compared with that of the common reinforced concrete column.
Further, the embodiment provides a right-angled triangle closed steel bar truss, the right-angled triangle closed steel bar truss is based on the right-angled triangle open truss, two chords in the opening direction are connected together by a horizontal web member to form a complete space steel bar truss, as shown in fig. 2, the right-angled triangle closed steel bar truss has the advantages of simple structure and higher rigidity of the steel bar truss framework. The space steel bar truss and the original stirrups work cooperatively, so that a three-dimensional constraint effect is exerted on concrete at the corner, and the compressive strength of the concrete is further enhanced. But because steel bar truss's level has the contained angle of forty-five degrees to web member and original stirrup for post bight concrete whereabouts space receives the partition and blocks, can influence the quality of pouring of concrete to a certain extent.
Further, this embodiment provides a rectangular steel bar truss, as shown in fig. 3, the rectangular steel bar truss has four chords, and the space truss is composed of four planar trusses, so that the space integrity is better, and the lateral stiffness is also greater. The number of the web members of the rectangular steel bar truss is twice that of the web members of the right-angled triangular open steel bar truss, and accordingly the shearing resistance and bearing capacity of the component are higher. The rectangular steel bar truss forms a small steel bar framework by itself, and can play a good role in restraining concrete poured in the rectangular steel bar truss. The web members of the rectangular steel bar truss are parallel to the original stirrups on the cross section, and basically do not influence the falling of concrete in the pouring process, so that the influence on the pouring quality of the concrete is small.
In this embodiment, as shown in fig. 4 to 7, in order to verify the horizontal load bearing capacity of the steel bar truss framework after the concrete is crushed, finite element models of the steel bar framework and the steel bar truss framework are respectively established, and the horizontal load bearing capacity of the framework is simulated when the vertical load is constant, where fig. 4 is a common steel bar framework model, fig. 5 is a steel bar truss framework model, the arrangement and the cross-sectional area of longitudinal bars and stirrups of the two models are the same, and the marks 2 and B, C, D appearing in the figures are the modeling axis marks of the finite element models.
In this embodiment, the steel truss framework connects the three longitudinal bars at the corner into a right-angled triangle open steel truss through the web members. The two models bear the same vertical load in advance, and then apply the same horizontal load to the framework top. As shown in fig. 6 and 7, fig. 6 and 7 are respectively a force and displacement relationship diagram of the steel reinforcement framework and the steel reinforcement truss framework under the action of horizontal load.
The experimental data show that under the same loading condition, the horizontal displacement of the steel bar framework reaches 48mm, and the horizontal displacement of the steel bar truss framework is only about 2 mm. Therefore, the steel bar truss is verified to greatly improve the lateral movement resistance of the framework.
Example 3
As shown in fig. 1-9, in this embodiment, the steel bar trusses in the steel bar truss concrete column are not existing finished steel bar trusses, but are custom-designed steel bar trusses. The chord members and the web members in the steel bar truss are stressed steel bars, so that the form of the steel bar truss, the distance between the chord members in the steel bar truss, the diameter of all the steel bars and the inclination angle of the web members are determined by calculation, and the total area of each steel bar truss chord member is required to be not less than the area of the angle rib required by corresponding calculation.
Preferably, in this embodiment, the chord member of the steel bar truss is made of the steel bar of HRB400 or HRB500, the web member is made of the steel bar of HPB300 or HRB400, the chord member and the web member of the steel bar truss are welded, and the steel bar truss after the design can be prefabricated and directly applied to a stressed structural framework of a concrete column, so that the operation time for producing and setting the steel bar truss in a construction site is shortened.
The embodiment provides a method for designing a reinforced truss concrete column, which comprises a concrete column formed by combined support of a steel reinforcement framework, wherein the concrete column comprises longitudinal bars, stirrups and a steel reinforcement truss, the corner of the concrete column is provided with the steel reinforcement truss, the steel reinforcement truss comprises web members and chord members, the combined concrete column forms the reinforced truss column, and the method specifically comprises the following steps:
s1: designing a right section of the steel bar truss column;
s2: designing an oblique section of the steel bar truss column;
s3: checking calculation of a node area of the steel bar truss column;
s4: and (4) checking and calculating the rigidity of a steel reinforcement framework in the steel reinforcement truss column.
In this embodiment, the data related to the design and the checking calculation of the steel bar truss column refers to "specification of concrete design structure".
In this embodiment, in the regular section design of the steel bar truss column in step S1, the sum of the cross-sectional areas of all chords of a single corner steel bar truss is not less than the area of a single corner rib required for calculation, and when the earthquake-resistant design is required, the earthquake-resistant adjustment coefficient of the bearing capacity is taken into consideration. The normal section design of the column is the same as that of a common reinforced concrete column and is designed according to the existing specifications.
In this embodiment, as shown in fig. 8, in the step S2, the oblique section of the steel bar truss column is designed, a calculation formula of the shear bearing capacity of the oblique section is as follows, and the function of the web member in the steel bar truss at the corner is considered in the calculation;
V o ≤V u ＝V con +V sv +V sbs (a)
in the formula (a), V con Shear force borne by the concrete part, V sv Shear forces borne by all stirrups intersecting the inclined crack, V sbs Shearing force borne by all the web members of the steel bar truss intersected with the inclined cracks;
the checking formula of the reinforced concrete column with the corner steel bars as the steel bar truss is as follows:
in the formula (b), mu 1 Considering that the concrete shear-resistant reduction coefficient is that when the corner steel bar truss is a closed truss, the concrete compactness can not meet the actual requirement in the construction, and if the construction measure for ensuring the concrete compactness is adopted, the value is 1.0; mu.s 2 For the shear resistance reduction coefficient of the web member, the cross section position is calculated to be related to the column, for the cross section of the column end, the small value is taken in consideration of the limitation of the shear resistance surface and the bearing capacity storage of the column end, and when the cross section is close to the midspan, the large value is taken; a. the sb1 The area of a single truss web member; f. of y Designing the tensile strength of the truss web members; alpha is the included angle between the web member of the steel bar truss and the horizontal plane, and the rest parameters refer to the structural specification of concrete design.
In this embodiment, adopt this structure can strengthen the anti shear capacity of column end cross-section, to the post middle section, through considering the effect of web member in the bight steel bar truss, can reduce the stirrup quantity.
In this embodiment, the checking calculation of the node area of the steel truss column in step S3 considers the effect of the web member in the corner steel truss, and the calculation formula is as follows:
in the formula (c), n is the number of the web members of the steel bar truss, which are cut off in the same section checking direction in the effective checking width range of the core area, and is 0,2 or 4 according to different conditions; the rest parameters refer to the building earthquake resistance design code.
In this embodiment, adopt this formula to check and calculate, when steel bar truss was located effective check and calculate width within range, can reduce the quantity of node core district stirrup, through increaseing the stirrup interval, alleviateed core district reinforcing bar intensity, improved node core district concrete quality.
In this embodiment, as shown in fig. 9, fig. 9a is a single corner rib, fig. 9b is a unilateral steel bar truss, the rigidity of the steel bar framework in the steel bar truss column in step S4 is checked, the bottom is fixed and supported, the top is free, the lateral displacement resistance rigidity of the single corner rib and the lateral displacement resistance rigidity of the unidirectional steel bar truss structure are compared, the sectional area of the single corner rib is a, and the diameter is d; the cross section area of the steel bar truss chord member is A1, the diameter is d1, the cross section area of the web member is A2, and the diameter is d 2; the area of the single angle rib is approximately equal to the total area of the chord members in the steel bar truss.
The lateral shift stiffness of a single corner rib is as follows:
the lateral movement rigidity of the unidirectional steel bar truss is as follows:
in the formula (e), a i And b i Respectively the internal force coefficients of the chord member and the web member of each section of the steel bar truss, and taking values according to the internal force calculation result l 1i And l 2i The lengths of the chord members and the web members of the steel bar truss are respectively corresponding to the lengths of the chord members and the web members of the steel bar truss.
Further, as shown in fig. 9, the same transverse force P is applied to the column end, and when the height of each model is 1m, the diameter of a single corner rib is 25mm, and the area of a longitudinal rib is about 490m 2 The diameter of the steel bar truss chord member is 14mm, and the longitudinal bar surfaceThe sum of the products is about 462m 2 The diameter of the steel bar of the web member of the steel bar truss is 8mm, and when the included angle between the web member and the chord member is 45 degrees, the lateral movement rigidity of the unilateral steel bar truss is 35 times of that of a single angle bar.
In this embodiment, with the adoption of the steel reinforcement framework with the structure, after the concrete at the column end is crushed, the steel reinforcement framework with the angle ribs as the steel reinforcement truss also has certain lateral movement resistance, so that the column cannot be failed instantaneously.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included in the scope of the present invention.
Claims (10)
1. The utility model provides a steel bar truss concrete column, including the concrete column that steel bar framework combined stay formed, a serial communication port, including indulging muscle (1) in the concrete column, stirrup (2) and steel bar truss (3), stirrup (2) drawknot restraint interior muscle (1) and steel bar truss (3) indulge, bight in the concrete column is provided with steel bar truss (3), steel bar truss (3) include chord member (4) and web member (5), parallel arrangement's chord member (4) are connected in web member (5), set up in other muscle (1) and steel bar truss (3) overlap joint combination of indulging in the concrete column, form closed space steel bar framework structure.
2. A steel-bar-truss concrete column as claimed in claim 1, characterized in that a steel-bar truss (3) is inserted into the column to form a steel-bar-truss column, said steel-bar truss (3) being arranged at a through-height in the column or within the beam-column joint in the column.
3. A steel-reinforced concrete truss column as claimed in claim 2, wherein the web members (5) of the steel-reinforced truss (3) are connected to and combined with the chords (4) to form a right-angled triangular open steel-reinforced truss (301).
4. A steel-reinforced concrete column according to claim 2, characterized in that the web members (5) of the steel-reinforced truss (3) are connected to and combined with the chords (4) to form a right-angled triangular closed steel-reinforced truss (302).
5. A steel-reinforced concrete column according to claim 2, characterized in that the web members (5) of the steel-reinforced truss (3) are connected to form a rectangular steel-reinforced truss (303) in combination with the chords (4).
6. A method for designing a steel bar truss concrete column as claimed in any one of claims 1 to 6, comprising supporting the formed concrete column with a steel bar framework combination, wherein the concrete column comprises longitudinal bars (1), stirrups (2) and steel bar trusses (3), characterized in that the steel bar trusses (3) are arranged at the corners of the concrete column, the steel bar trusses (3) comprise web members (5) and chord members (4), and the steel bar truss column is formed by combining the following concrete steps:
s1: designing a right section of the steel bar truss column;
s2: designing an oblique section of the steel bar truss column;
s3: checking calculation of a node area of the steel bar truss column;
s4: and (4) checking and calculating the rigidity of a steel reinforcement framework in the steel reinforcement truss column.
7. The method for designing a steel-bar truss concrete column as claimed in claim 6, wherein in the step S1, the sum of the cross-sectional areas of all the chords (4) of the steel-bar truss column at a single corner is not less than the area of the single corner, and when the earthquake-proof design is needed, the bearing capacity earthquake-proof adjustment coefficient is taken into consideration.
8. The method for designing a steel-bar truss concrete column as recited in claim 7, wherein the oblique section of the steel-bar truss column in step S2 is designed, and the calculation formula of the shear capacity of the oblique section is as follows, and the effect of the web member (5) in the corner steel-bar truss (3) is taken into account in the calculation;
V o ≤V u -V con |V sv |V sbs (a)
in the formula (a), V con Is a concrete partShearing force born by V sv Shear forces borne by all stirrups intersecting the inclined crack, V sbs Shearing force borne by all the web members of the steel bar truss intersected with the inclined cracks;
the checking formula of the reinforced concrete column with the corner steel bars as the reinforced truss (3) is as follows:
in the formula (b), mu 1 Is the shear reduction coefficient of concrete, mu 2 Is the shear reduction coefficient of the web member, A sb1 The area of a single truss web member; f. of y Designing the tensile strength of the truss web members; alpha is the included angle between the web member of the steel bar truss and the horizontal plane.
9. The method for designing a steel-reinforced truss concrete column as claimed in claim 8, wherein the checking of the node area of the steel-reinforced truss column in step S3 considers the effect of the web members (5) in the corner steel-reinforced truss (3), and the calculation formula is as follows:
in the formula (c), n is the number of the web members of the steel bar truss cut in the same section checking direction in the effective checking width range of the core area, and the value is 0,2 and 4 according to different conditions.
10. The method for designing a steel-bar truss concrete column as recited in claim 9, wherein in the step S4, the rigidity of the steel bar framework in the steel-bar truss column is calculated by checking, the bottom is fixed and supported, the top is free, the lateral displacement resisting rigidity of the single angle bar and the unidirectional steel-bar truss (3) structure is compared, the sectional area of the single angle bar is a, and the diameter is d; the cross section of the chord member (4) of the steel bar truss (3) is A1, the diameter is d1, the cross section area of the web member is A2, and the diameter is d 2; the area of a single angle rib is approximately equal to the total area of the chords in the steel bar truss.
The lateral shift stiffness of a single corner rib is as follows:
the lateral movement rigidity of the unidirectional steel bar truss is as follows:
in the formula (e), a i And b i Respectively the internal force coefficients of the chord member and the web member of each section of the steel bar truss, and taking values according to the internal force calculation result l 1i And l 2i The lengths of the chord members and the web members of the steel bar truss are respectively corresponding to the lengths of the chord members and the web members of the steel bar truss.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210632105.3A CN114934635B (en) | 2022-06-07 | 2022-06-07 | Steel bar truss concrete column |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210632105.3A CN114934635B (en) | 2022-06-07 | 2022-06-07 | Steel bar truss concrete column |
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