Novel design method for local pressure-bearing component

Abstract

The invention relates to the technical field of engineering facilities, in particular to a novel design method for a local pressure-bearing component. A novel design method for a local pressure-bearing component comprises the following steps that according to the material of a pressure-bearing piece, the spread angle theta of force transmitted in the pressure-bearing piece is determined; the minimum design area Ab and the critical area Al'of the pressed part are obtained; according to theta and Al ', the thickness h of Al' corresponding to the pressed part is obtained, and the section from the pressed surface of the pressed part to h is a reinforcement area; the Al'and the local compression bearing capacity improvement coefficient beta are corrected according to theta at the position h, and the pressure bearing capacity of the pressed part under the condition that a reinforcing mesh is configured is calculated; the distance between the first reinforcing mesh and the second reinforcing mesh is calculated according to the volume reinforcement ratio, the distance between every two adjacent reinforcing meshes is sequentially increased from the position close to the pressure applying piece to the position away from the pressure applying piece until the distance exceeds the reinforcement area, and the corresponding reinforcing mesh size is calculated at the design position of the reinforcing meshes according to a reinforced concrete bearing capacity requirement formula; and the design of the local pressure-bearing component is completed.

Description

Technical Field

[0001] The present invention relates to the technical field of engineering facilities, and particularly relates to a new design method for local bearing members. Background Art

[0002] In recent years, the infrastructure cause in China has developed rapidly, and various concrete structures have sprung up. Connecting small-sized members made of high-strength materials to large-sized members made of low-strength materials is a common connection method in civil engineering, such as the connection between the steel arch ring and the arch seat of an arch bridge, the connection between a steel column and a pile cap, etc. The local bearing at the connection is the key to the connection design of such members. At present, the code has clear calculation methods for local bearing, and there are also clear requirements for the design of the steel bar mesh for local bearing in reinforced concrete structures. However, the code has relatively strict requirements for the configuration of the steel bar mesh for local bearing, resulting in a too deep and dense configuration of the steel bar mesh, low economy, and difficult construction. Summary of the Invention

[0003] The purpose of the present invention is to overcome the deficiencies in the prior art that the steel bar mesh configuration of the local bearing member calculated according to the code is too deep and dense, with low economy and difficult construction, and to provide a new design method for local bearing members.

[0004] To achieve the above purpose, the technical solution adopted by the present invention is as follows:

[0005] In the first aspect, the present invention provides a new design method for local bearing members, including the following steps:

[0006] S1. Determine the diffusion angle θ of the force transmission inside the compression member according to the material of the compression member; obtain the minimum design area A of the cross-section on the side of the compression member facing away from the pressure-applying member according to the structural requirements of the concrete; obtain the critical area A b '; according to the bearing capacity requirements of the concrete, obtain the critical area A l ', A l ' is the minimum area that can bear the pressure N when the compression member is made of plain concrete;

[0007] S2. According to θ and A l ', obtain the thickness h of A l ' corresponding to the compression member. The section from the compression surface of the compression member to the section corresponding to h is the reinforcement area;

[0008] S3. Modify A l ' and the local compressive bearing capacity improvement coefficient β at h according to θ, and calculate the bearing capacity of the compression member when the steel bar mesh is configured;

[0009] S4. Calculate the spacing between the first steel mesh and the second steel mesh according to the volume reinforcement ratio. The spacing between adjacent steel meshes increases successively from the vicinity of the pressure-applying member to away from the pressure-applying member until it exceeds the reinforcement area. Calculate the corresponding steel mesh size at the designed position of the steel mesh according to the bearing capacity requirement formula of reinforced concrete to complete the design of the local bearing member.

[0010] In structural design, when a small-sized member transfers force to a large-sized member, the force transfer is often not vertically downward, but spreads according to the diffusion angle θ. The size of the diffusion angle θ is determined according to the material.

[0011] Because when the area of the compression member reaches A l ’, the local bearing capacity provided by only concrete can bear the stress when the pressure N is distributed to A l ’. Therefore, when the area of the compression member reaches A l ’, no reinforcement is required. Since the force transfers inside the compression member according to the diffusion angle θ, along the direction away from the pressure N, the compression area expands along the diffusion angle θ. Therefore, the thickness h of A l ’ corresponding to the compression member can be obtained through the diffusion angle θ and the critical area A l ’. Because the critical area A l ’ calculated in step S1 is obtained according to the structural requirements of plain concrete, and reinforcement needs to be carried out in the reinforcement area later, the bearing capacity of the reinforcement area will change. Therefore, it is necessary to correct the local compression area to improve the design accuracy, so as to improve the stability of the local bearing member as much as possible. And because the closer to the pressure N, the smaller the compression area and the greater the stress inside the compression area, more steel bars are needed to bear the stress. Therefore, the closer to the pressure N, the smaller the spacing between adjacent steel meshes; the farther away from the pressure N, the greater the spacing between adjacent steel meshes. Compared with the amount of reinforcement calculated according to the specifications in the prior art, in this application, first, according to the structural requirement formula of plain concrete, the minimum designed area A b of the cross-section on the side of the compression member away from the pressure-applying member is obtained, and according to the bearing capacity requirement of concrete, the critical area A l ’ is obtained, that is, when the compression area of plain concrete is equal to A l ’, no further reinforcement is required, and only concrete can bear the internal force transmitted by the pressure N; then, according to the diffusion angle θ and A l ’, the reinforcement area is determined, which can avoid excessive reinforcement depth and reduce the construction difficulty as much as possible while ensuring the bearing capacity of the local bearing member, and can also reduce the amount of steel bars, which is beneficial to saving construction costs; then correct A l’ and β, and calculate the bearing capacity of the compression member under the condition of being equipped with a steel mesh; finally, calculate the minimum spacing between two adjacent steel meshes. On the premise of ensuring the bearing capacity of the local compression member, reduce the density of the steel bars to avoid as much as possible the conflict between the steel mesh and other steel bars or embedded parts in the local compression member, which is also conducive to reducing the construction cost and improving the economic performance; also avoid as much as possible the situation that the concrete pouring is not dense due to the too dense steel mesh.

[0012] Preferably, in step S4, divide the reinforcement area into several segments along the direction of the pressure N, and the spacing between two adjacent steel meshes in the same segment is equal.

[0013] The segmentation is carried out according to the actual situation, and it is only necessary to ensure that the local bearing capacity provided by the compression member is greater than or equal to the design internal force of the concrete structure. Segmenting the compression member and making the spacing between two steel meshes in the same segment equal is convenient for construction.

[0014] Preferably, when the cross-sectional area of the compression member cannot reach A b , improve the material grade of the compression member.

[0015] When the cross-sectional area of the compression member cannot reach A b due to the actual environment or other reasons, improve the material grade of the compression member or increase the compression area, so as to enhance the bearing capacity of the concrete.

[0016] Preferably, the construction requirements are as follows:

[0017]

[0018] Among them, γ 0 is the importance coefficient of the device used for the compression member, η s is the concrete local bearing capacity correction coefficient, β is the local compressive bearing capacity increase coefficient, f cd is the design value of the axial compressive strength of concrete, A l is the compression area of the compression member.

[0019] Preferably, the bearing capacity requirement formula of reinforced concrete is as follows:

[0020] γ 0 N≤0.9(η s βf cd +kρ V β cor f sd )A l ′

[0021] Among them, γ 0 is the importance coefficient of the device used for the compression member, η s is the concrete local bearing capacity correction coefficient, β is the local compressive bearing capacity increase coefficient, fcd is the design value of the axial compressive strength of concrete, k is the influence coefficient of the indirect reinforcement, and ρ V is the volumetric ratio of the indirect reinforcement, and β cor is the local bearing capacity improvement coefficient when the indirect reinforcement is configured, and f sd is the design value of the tensile strength of the ordinary reinforcement.

[0022] In the first aspect, the present invention provides a local bearing member designed by the above-mentioned novel design method of the local bearing member, including:

[0023] A pressure-applying member;

[0024] A pressure-receiving member, the pressure-receiving member is connected to the pressure-applying member, the pressure-applying member is used to transmit the pressure N to the pressure-receiving member, the area of the pressure-applying surface of the pressure-applying member is smaller than the area of the pressure-receiving surface of the pressure-receiving member, and a plurality of steel bar meshes are arranged at intervals along the direction of the pressure N on the pressure-receiving member.

[0025] The pressure-applying surface of the pressure-applying member and the pressure-receiving surface of the pressure-receiving member are in mutual contact, and the area of the pressure-applying surface of the pressure-applying member is smaller than the area of the pressure-receiving surface of the pressure-receiving member, so that the pressure-receiving member is locally pressured, so that when the force is transmitted inside the pressure-receiving member at the diffusion angle θ, the pressure-receiving member has a sufficient stress area. A plurality of steel bar meshes are arranged at intervals along the direction of the pressure N on the pressure-receiving member, which is beneficial to improving the bearing capacity of the structure. This structure is designed by the above-mentioned novel design method of the local bearing member, and the situation of too dense or too deep steel bar arrangement is avoided as much as possible, with good economy and relatively simple construction.

[0026] Preferably, a chamfer is provided on the side of the pressure-receiving member facing the pressure-applying member.

[0027] Because the pressure N is transmitted at the diffusion angle θ, there is an area at the upper part of the pressure-receiving member that is not pressured, so a chamfer is provided on the side of the pressure-receiving member facing the pressure-applying member, which is beneficial to saving construction costs.

[0028] Preferably, the distance between two adjacent steel bar meshes increases from the direction close to the pressure-applying member to the direction away from the pressure-applying member.

[0029] The distance between two adjacent steel bar meshes increases from the direction close to the pressure-applying member to the direction away from the pressure-applying member, which can avoid the situation of too dense or too deep steel bar arrangement as much as possible, with good economy and relatively simple construction.

[0030] In summary, due to the adoption of the above technical solutions, the beneficial effects of the present invention are:

[0031] 1. For the novel design method of the local bearing member of the present invention, first, according to the structural requirements of the concrete, the minimum design area A of the cross-section on the side of the pressure-receiving member facing away from the pressure-applying member is obtained b ; according to the bearing capacity requirements of the concrete, the critical area A l ' is obtained, and then A l'At the corresponding thickness h of the compression member, correct A l 'and the coefficient β for improving the local bearing capacity, and finally calculate the spacing between the first steel mesh and the second steel mesh according to the volumetric reinforcement ratio. The spacing between adjacent two steel meshes increases successively from the vicinity of the pressure-applying member to away from the pressure-applying member, and calculate the corresponding steel mesh size through the bearing capacity requirement formula of reinforced concrete. Because A l 'the local bearing capacity provided by the concrete at the location of A is equal to the design internal force of the concrete structure, so A l 'the cross-section at the location of A does not need to be reinforced. And because the force is transmitted inside the compression member at the diffusion angle θ, so along the direction away from the pressure-applying member, the compression area expands along the diffusion angle θ, so the diffusion angle θ and A l 'can be used to obtain A l 'the corresponding thickness h of the compression member. Because the closer to the pressure-applying member, the smaller the compression area and the greater the stress borne inside the compression area, so more steel bars are needed to bear the stress. Therefore, the closer to the pressure-applying member, the smaller the spacing between adjacent two steel meshes; the farther away from the pressure-applying member, the greater the spacing between adjacent two steel meshes. Compared with the amount of reinforcement calculated according to the specification in the prior art, in this application, first, according to the structural requirements of the concrete, obtain the minimum design area A b of the cross-section on the side of the compression member away from the pressure-applying member; according to the bearing capacity requirements of the concrete, obtain the critical area A l ', that is, when the compression area of the concrete is equal to A l ', no further reinforcement is required, and only the concrete can bear the internal force transmitted by the pressure-applying member. Then, according to the diffusion angle θ and A l ', determine the reinforcement area, which can, while ensuring the bearing capacity of the local bearing member, avoid excessive depth of reinforcement, reduce the construction difficulty as much as possible, and also reduce the amount of steel bars, which is beneficial to saving construction costs; finally, calculate the minimum spacing between adjacent two steel meshes, which can, while ensuring the bearing capacity of the local bearing member, reduce the steel bar density, avoid the conflict between the steel mesh and other steel bars or embedded parts in the local bearing member as much as possible, and is also beneficial to reducing the construction cost and improving the economic performance; and also avoid the situation that the concrete is not densely poured due to the over-dense steel mesh as much as possible. This application overcomes the deficiencies in the prior art that the steel mesh configuration of the local bearing member calculated according to the specification is too deep and too dense, with low economy and difficult construction.

[0032] 2. A local bearing member, comprising a pressure-applying member and a compression member. The pressure-applying member is arranged on the top surface of the compression member. The compression member is determined by the above-mentioned novel design method for a local bearing member, which can avoid the situation of too dense or too deep steel bar arrangement as much as possible, with good economy and relatively simple construction. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] Figure 1It is a flowchart of a new design method for a local bearing member of the present invention;

[0034] Figure 2 It is a front view schematic diagram of a local bearing member of the present invention Figure 1 ;

[0035] Figure 3 It is a front view schematic diagram of a local bearing member of the present invention Figure 2 ;

[0036] Figure 4 It is a top view schematic diagram of a local bearing member of the present invention;

[0037] Figure 5 It is a steel bar reinforcement schematic diagram of a local bearing member of the present invention;

[0038] Icon: 1 - pressure - applying member, 2 - pressure - receiving member, 3 - steel bar mesh. Specific embodiments

[0039] The present invention will be further described in detail below in conjunction with specific embodiments. However, this should not be construed as limiting the scope of the above - mentioned subject matter of the present invention to the following embodiments. All technologies implemented based on the content of the present invention fall within the scope of the present invention.

[0040] In the description of the specific embodiments of the present invention, without special explanation, the expression terms indicating the orientation or positional relationship such as "upper", "lower", "left", "right", "center", "inner", "outer", etc. are all based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship when the invention product / device / apparatus is commonly used and placed. These terms of orientation or positional relationship are only for the convenience of describing the solution of the present invention or simplifying the description in the specific embodiments, facilitating technicians to quickly understand the solution, rather than indicating or implying that a specific device / component / element must have a specific orientation or be constructed and operated in a specific positional relationship. Therefore, it should not be construed as a limitation to the present invention.

[0041] In addition, when terms such as "horizontal", "vertical", "hanging", and "parallel" appear, it does not mean that the corresponding device / component / element is required to be absolutely horizontal or vertical or hanging or parallel, but it can be slightly inclined or deviated. For example, "horizontal" only means that its direction is more horizontal relative to "vertical", and it does not mean that the structure must be completely horizontal, but it can be slightly inclined. Or, it can be simply understood that the corresponding device / component / element is arranged in directions such as "horizontal", "vertical", "hanging", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably an error / deviation within ±8%, more preferably an error / deviation within ±6%, more preferably an error / deviation within ±5%, more preferably an error / deviation within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its function in the solution of the present invention.

[0042] In addition, when expressions such as "first", "second", "third", etc. appear in the terms, they are only used to distinguish the descriptions of the same or similar components, and should not be understood as emphasizing or implying the relative importance of specific components.

[0043] In addition, in the description of the embodiments of the present invention, "several", "multiple", and "a plurality of" represent at least 2. It can be any situation such as 2, 3, 4, 5, 6, 7, 8, 9, etc., and even can be a situation exceeding 9.

[0044] In addition, in the description of the technical solution of the present invention, unless otherwise clearly specified / defined / restricted, when terms such as "set", "installed", "connected", "coupled", "provided with", "laid", "arranged" appear, they should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection. It can be connection means commonly used in the art such as welding, riveting, bolting, threaded connection, etc. This kind of connection can be a mechanical connection, an electrical connection, or a communication connection; it can be directly connected, or indirectly connected through an intermediate medium, and can be the communication inside two components.

[0045] Embodiment 1

[0046] As Figure 1 shown, a new design method for a local pressure-bearing member adopted in this embodiment includes the following steps:

[0047] S1. According to the material of the pressure-receiving member 2, determine the diffusion angle θ of the force transmission inside the pressure-receiving member 2; according to the structural requirements of the concrete, obtain the minimum design area A of the cross-section on the side of the pressure-receiving member facing away from the pressure-applying member 1 b ; according to the bearing capacity requirements of the concrete, obtain the critical area A l ’, A l ’ is the minimum area that can withstand the pressure N when the pressure-receiving member 2 is plain concrete.

[0048] The construction requirements are as follows:

[0049]

[0050] Among them, γ 0 is the importance coefficient of the device used for the compression member 2, η s is the local bearing capacity modification coefficient of concrete, β is the coefficient for increasing the local compressive bearing capacity, and f cd is the design value of the axial compressive strength of concrete, and A l is the compression area of the compression member 2;

[0051] A l ’ is obtained by the following formula:

[0052] γ 0 N = 0.9×(η s βf cd )A l ′

[0053] Among them, γ 0 is the importance coefficient of the device used for the compression member 2, η s is the local bearing capacity modification coefficient of concrete, β is the coefficient for increasing the local compressive bearing capacity, and f cd is the design value of the axial compressive strength of concrete;

[0054] S2. According to θ and A l ’, obtain the thickness h corresponding to A l ’ in the compression member 2. The section from the compression surface of the compression member 2 to the section corresponding to h is the reinforcement area, as shown in Figure 3 ;

[0055] S3. At h, correct A l ’ and the coefficient β for increasing the local compressive bearing capacity according to θ, and calculate the bearing capacity of the compression member 2 when the steel mesh 3 is configured;

[0056] S4. Calculate the spacing between the first steel mesh 3 and the second steel mesh 3 according to the volumetric reinforcement ratio. The spacing between adjacent two steel meshes 3 increases successively from the one close to the pressure member 1 to the one far from the pressure member 1 until it exceeds the reinforcement area. Calculate the corresponding size of the steel mesh 3 at the designed position of the steel mesh 3 according to the bearing capacity requirement formula of reinforced concrete to complete the design of the local bearing member.

[0057] The bearing capacity requirement formula of reinforced concrete is as follows:

[0058] γ 0 N ≤ 0.9(η s βf cd + kρ V β cor fsd )A l ′

[0059] Among them, γ 0 is the importance coefficient of the device used for the compression member 2, η s is the local bearing correction coefficient of concrete, β is the coefficient for increasing the local compressive bearing capacity, f cd is the design value of the axial compressive strength of concrete, k is the influence coefficient of indirect reinforcement, ρ V is the volumetric ratio of indirect reinforcement, β cor is the coefficient for increasing the local compressive bearing capacity when indirect reinforcement is configured, f sd is the design value of the tensile strength of ordinary reinforcement, A l ′ is the corrected critical area in step S3.

[0060] Because when the area of the compression member reaches A l ’, the local bearing capacity provided only by concrete can bear the stress when the pressure N is distributed to A l ’. Therefore, when the area of the compression member reaches A l ’, no reinforcement is required. Since the force is transmitted inside the compression member 2 at the diffusion angle θ, along the direction away from the pressure N, the compression area expands along the diffusion angle θ. Therefore, the thickness h of A l ’ corresponding to the compression member can be obtained through the diffusion angle θ and the critical area A l ’. Because the critical area A l ’ calculated in step S1 is obtained according to the structural requirements of plain concrete, and reinforcement needs to be carried out in the reinforcement area subsequently, the bearing capacity of the reinforcement area will change. Therefore, it is necessary to correct the local compression area to improve the accuracy of the design, so as to improve the stability of the local bearing member as much as possible. And because the closer to the pressure N, the smaller the compression area and the greater the stress borne inside the compression area, more steel bars are needed to bear the stress. Therefore, the closer to the pressure N, the smaller the spacing between two adjacent steel bar meshes; the farther from the pressure N, the greater the spacing between two adjacent steel bar meshes. Compared with the amount of reinforcement calculated according to the specifications in the prior art, in this application, first, according to the structural requirement formula of plain concrete, the minimum design area A b of the cross-section on the side of the compression member away from the pressure member 1 is obtained, and according to the bearing capacity requirement of concrete, the critical area A l ’ is obtained, that is, when the compression area of plain concrete is equal to A l ’, no further reinforcement is required, and only concrete can bear the internal force transmitted by the pressure N; then, according to the diffusion angle θ and A l ’, the reinforcement area is determined, which can avoid excessive reinforcement depth while ensuring the bearing capacity of the local bearing member, reduce the construction difficulty as much as possible, and also reduce the amount of steel bars, which is beneficial to saving construction costs; then A is corrected again.l ' and β, and calculate the compressive bearing capacity of the compression member 2 when the steel mesh 3 is configured; finally, calculate the minimum spacing between two adjacent steel meshes, reduce the density of steel bars while ensuring the bearing capacity of the local pressure-bearing member, avoid the conflict between the steel mesh and other steel bars or embedded parts in the local pressure-bearing member as much as possible, which is also conducive to reducing construction costs and improving economic performance; and avoid the situation where the concrete is not poured densely due to the over-dense steel mesh.

[0061] Furthermore, in step S4, the reinforcement area is divided into several sections along the direction of the pressure N, and the distances between two adjacent steel meshes 3 in the same section are equal.

[0062] Furthermore, when the cross-sectional area of ​​the pressure-bearing member 2 cannot reach A b When the material grade of the pressure-bearing part 2 is increased.

[0063] In the existing "Highway Reinforced Concrete and Prestressed Concrete Bridge and Culvert Design Code" (JTG3362-2018), it is required that: when h <min{l 1 , l 2}, where l 1 and l 2 They are all the side lengths of the steel mesh 3 closest to the cross section corresponding to h, and the distance between two adjacent steel meshes is required to be between 3 and 8 cm. However, the reinforcement of the compression parts designed by this method does not need to meet the above requirements.

[0064] Embodiment 1 takes a rectangular component and a square steel mesh 3 as an example. A circular component and a local pressure-bearing steel mesh with spiral bars can also be designed according to this method.

[0065] like Figure 2 As shown, a local pressure-bearing member is now provided, the cross-sectional side length of the pressure member 1 is a×b, and the pressure area of ​​the pressure member is A l , the side length of the top surface of the pressure-bearing part 2 is (a+c)×(b+c), the diffusion angle θ=30°, and the local pressure net area A at h is l ′, combined with the following formula:

[0066] γ 0 N = 0.9 (η s βf cd )A l '

[0067] A l ′=(a+2×htan(θ))×(b+2×htan(θ))

[0068] A l =a×b

[0069] Find:

[0070]

[0071] like Figure 2 As shown in the figure, according to the characteristics of local pressure diffusion and force transmission, the local pressure reinforcement can be designed in layers or sections. The specific method is to correct the local pressure area A at the depth h according to the diffusion angle θ. l ′ and β, recalculate the local compressive bearing capacity provided by concrete, and then calculate the reinforcement according to the bearing capacity requirement formula of reinforced concrete. When the local compressive bearing capacity provided by concrete alone can meet the structural force, the reinforcement can be terminated at this depth or according to the structural reinforcement.

[0072] Example 2

[0073] like Figures 2 to 5 As shown, a local pressure-bearing component is designed by a new design method for a local pressure-bearing component in Example 1, comprising:

[0074] Pressure piece 1;

[0075] The pressure-bearing member 2 is connected to the pressure-applying member 1. The pressure-applying member 1 is used to transfer the pressure N to the pressure-bearing member 2. The area of ​​the pressure-applying surface of the pressure-applying member 1 is smaller than the area of ​​the pressure-bearing surface of the pressure-bearing member 2. The pressure-bearing member 2 is provided with a plurality of steel meshes 3 at intervals along the direction of the pressure N.

[0076] The pressure surface of the pressure member 1 and the pressure surface of the pressure member 2 are in contact with each other, and the pressure surface area of ​​the pressure member 1 is smaller than the pressure surface area of ​​the pressure member 2, so that the pressure member 2 is partially under pressure, so that when the force is transmitted inside the pressure member 2 at the diffusion angle θ, the pressure member 2 has sufficient force-bearing area. The pressure member 2 is provided with a plurality of steel meshes 3 at intervals along the direction of the pressure N, which is conducive to improving the bearing capacity of the structure. This structure is designed by the above-mentioned new design method of a local pressure-bearing member, which avoids the situation where the steel bars are set too densely or too deep as much as possible, has good economy and is relatively simple to construct.

[0077] The pressure-bearing member 2 is chamfered on one side facing the pressure-applying member 1. Because the pressure N is transmitted according to the diffusion angle θ, there is an area on the upper part of the pressure-bearing member 2 that is not under pressure, so the pressure-bearing member 2 is chamfered on one side facing the pressure-applying member 1, which is conducive to saving construction costs.

[0078] The distance between two adjacent steel meshes 3 increases from the direction close to the pressure member 1 to the direction away from the pressure member 1 .

[0079] The above are only preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A new design method for local pressure-bearing components, characterized in that: The following steps are included: S1. Determine the diffusion angle θ of the force transmitted inside the pressure-bearing member according to the material of the pressure-bearing member; and calculate the minimum design area A of the cross section of the pressure-bearing member facing away from the pressure-applying member (1) according to the structural requirements of the concrete. b ; According to the bearing capacity requirements of concrete, the critical area A is obtained l ', A l ' is the minimum area that can withstand the pressure N when the pressure-bearing member (2) is made of plain concrete; S2, according to θ and A l ', find A l 'At the thickness h corresponding to the pressure member (2), the section from the pressure surface of the pressure member (2) to the section corresponding to h is the reinforcement area; S3, correct A according to θ at h l ' and the local compressive bearing capacity improvement factor β, and calculate the compressive bearing capacity of the compression member (2) when the steel mesh (3) is configured; S4. The spacing between the first steel mesh (3) and the second steel mesh (3) is calculated based on the volume reinforcement ratio. The spacing between two adjacent steel meshes (3) increases from close to the pressure member (1) to far away from the pressure member (1) until it exceeds the reinforcement area. At the design position of the steel mesh (3), the corresponding steel mesh (3) size is calculated based on the formula for the bearing capacity requirement of the reinforced concrete to complete the design of the local pressure-bearing member.

2. A novel design method for local pressure-bearing components according to claim 1, characterized in that: In step S4, the reinforcement area is divided into a plurality of sections along the direction of the pressure N, and the spacing between two adjacent steel meshes (3) in the same section is equal.

3. A novel design method for local pressure-bearing components according to any one of claims 1-2, characterized in that: When the cross-sectional area of ​​the pressure-bearing member (2) cannot reach A b When the pressure-bearing part (2) is increased, the material grade is increased.

4. A novel design method for local pressure-bearing components according to any one of claims 1-2, characterized in that: The construction requirements are as follows: Where γ0 is the importance coefficient of the device used in the pressure-bearing part (2), η s is the local bearing correction coefficient of concrete, β is the local compressive bearing capacity improvement coefficient, f cd A is the design value of concrete axial compressive strength, l is the pressure-bearing area of ​​the pressure-bearing member (2).

5. A novel design method for local pressure-bearing components according to any one of claims 1-2, characterized in that: The formula for the bearing capacity requirement of reinforced concrete is as follows: γ0N≤0.9(η s βf cd +kρ V b cor f sd )A l ′ Where γ0 is the importance coefficient of the device used in the pressure-bearing part (2), η s is the local bearing correction coefficient of concrete, β is the local compressive bearing capacity improvement coefficient, f cd is the design value of concrete axial compressive strength, k is the indirect reinforcement influence coefficient, ρ V is the volume reinforcement ratio of indirect reinforcement, β cor is the improvement factor of the compression member (2) when indirect reinforcement is configured, f sd It is the design value of tensile strength of ordinary steel bars.

6. A local pressure-bearing member, characterized in that: Designed by a novel design method for a local pressure-bearing member according to any one of claims 1 to 5, comprising: Pressure member (1); A pressure-bearing member (2) is connected to a pressure-applying member (1), the pressure-applying member (1) is used to transmit a pressure N to the pressure-bearing member (2), the area of ​​the pressure-applying surface of the pressure-applying member (1) is smaller than the area of ​​the pressure-bearing surface of the pressure-bearing member (2), and the pressure-bearing member (2) is provided with a plurality of steel meshes (3) at intervals along the direction of the pressure N.

7. A local pressure-bearing member according to claim 6, characterized in that: A chamfer is provided on one side of the pressure-bearing piece (2) facing the pressure-applying piece (1).

8. A local pressure-bearing member according to claim 6, characterized in that: The distance between two adjacent steel meshes (3) increases from a direction close to the pressure member (1) to a direction away from the pressure member (1).

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