A concrete shear wall splicing hidden column configuration method and splicing concrete shear wall

Abstract

This invention discloses a method for configuring concealed columns in spliced ​​concrete shear walls. The method calculates the stress value of the concealed column based on the internal force analysis of the concrete shear wall and the location of the concealed column, and then calculates and configures longitudinal reinforcement based on the stress value. It also calculates the stress value of the concealed column based on the internal force analysis of the concrete shear wall and the location of the concealed column, and configures stirrups based on the shear force of the concealed column. This optimized method for configuring concealed columns in spliced ​​concrete shear walls quantitatively calculates the stress on the concealed column based on the tensile and shear stresses of the wall, thus providing a quantitative basis for configuring the longitudinal reinforcement and stirrups of the concealed column. This allows for the setting of appropriately matched concealed columns according to different wall splicing positions, ensuring the load-bearing capacity of the shear wall. By configuring concealed columns according to this method, while ensuring the load-bearing performance of the shear wall, and combining existing molds for flexible segmentation of wall modules, standardized and modular production of wall modules is achieved, significantly reducing production costs.

Description

Technical Field

[0001] This invention relates to the field of precast concrete structure technology, and in particular to a method for configuring concealed columns in spliced ​​concrete shear walls and spliced ​​concrete shear walls. Background Technology

[0002] Prefabricated concrete structures are an important structural form for realizing the industrialization of the construction industry. Extensive research has been conducted both domestically and internationally on the seismic resistance of single-sided composite slab prefabricated concrete structures.

[0003] In precast concrete structures, concealed columns and cast-in-place concrete join wall panels into a unified whole, serving to transfer loads and dissipate energy during earthquakes. Currently, composite slab concrete shear walls suffer from a mismatch between the molds used in production and the specifications of the designed wall panels, significantly increasing production costs. To address these issues, for safety reasons, the current approach involves adding concealed columns through vertical joints in the middle of the wall to break up the wall structure. These concealed columns are reinforced using structural reinforcement methods, but this approach has significant limitations. Summary of the Invention

[0004] To address the technical problems existing in the background art, this invention proposes a method for configuring concealed columns in concrete shear walls.

[0005] This invention proposes a method for configuring concealed columns in a concrete shear wall. The concealed column comprises a frame of vertically arranged longitudinal reinforcement and stirrups arranged around the longitudinal reinforcement, and concrete filling the gaps in the frame. The configuration method includes the following steps:

[0006] Longitudinal reinforcement configuration: Calculate the stress value of the hidden column based on the internal force analysis of the concrete shear wall and the location of the hidden column, and then configure the longitudinal reinforcement based on the stress value of the hidden column;

[0007] Stirrup configuration: Calculate the shear force of the hidden column based on the internal force analysis of the concrete shear wall and the location of the hidden column, and configure the stirrups according to the shear force of the hidden column.

[0008] Preferably, in the longitudinal reinforcement configuration, the stress values ​​on both sides of the concealed column are σ1 and σ2, respectively;

[0009]

[0010] Among them, M u =VL0, where I is the moment of inertia of the load-bearing wall section, L is the height of the horizontal force from the base beam, V is the horizontal force on the shear wall, N / A is the uniformly distributed vertical force on the shear wall, y1 is the maximum distance between the hidden column and the centroidal axis of the horizontal section of the wall, and y2 is the minimum distance between the hidden column and the centroidal axis of the horizontal section of the wall.

[0011] Preferably, in the longitudinal reinforcement configuration:

[0012] When σ1>0 and σ2≥0, both sides of the concealed column are under tension. Therefore, the longitudinal reinforcement of the concealed column should be configured according to the following equation:

[0013]

[0014] Where As is the cross-sectional area of ​​a single longitudinal reinforcement bar, h is the length of the concealed column section, n is the number of longitudinal reinforcement bars in the concealed column, and δ p This represents the proportional limit value for longitudinal reinforcement.

[0015] Preferably, when σ1≤0 and σ2<0, both sides of the hidden column are under compression, and the longitudinal reinforcement of the hidden column is configured according to the specifications.

[0016] Preferably, when σ1>0 and σ2<0, the hidden column is in a state of partial compression and partial tension, and the longitudinal reinforcement of the hidden column is configured according to the following equation:

[0017]

[0018] Where As is the cross-sectional area of ​​a single longitudinal reinforcement bar, n is the number of longitudinal reinforcement bars in the tension zone of the concealed column, and δ p h is the proportional limit value of the longitudinal reinforcement. x The length of the section of the hidden column in the tension zone.

[0019] Preferably, when σ1>0 and σ2<0, the longitudinal reinforcement A′ in the compression zone s =A S .

[0020] Preferably, in the stirrup configuration:

[0021]

[0022] Where b is the width of the hidden column section, h is the height of the hidden column section, h0 is the effective height of the hidden column section, τ is the shear stress value of the hidden column, and A sv1 Let f be the cross-sectional area of ​​a single stirrup, S be the spacing of the stirrups along the axis of the concealed column, and f be the cross-sectional area of ​​a single stirrup. yv This is the design value for the tensile strength of the stirrups.

[0023] Preferably, in the stirrup configuration:

[0024]

[0025] Where V is the horizontal force acting on the load-bearing wall, and S * Let y1 be the static moment of the cross-sectional area of ​​the stressed wall outside the neutral axis y1 about the neutral axis.

[0026] The proposed method for configuring concealed columns in spliced ​​concrete shear walls involves calculating the stress value of the concealed column based on the internal force analysis of the concrete shear wall and the location of the concealed column, and then calculating and configuring longitudinal reinforcement based on the stress value of the concealed column; furthermore, it involves calculating the stress value of the concealed column based on the internal force analysis of the concrete shear wall and the location of the concealed column, and then configuring stirrups based on the shear force of the concealed column. Through this optimized method for configuring concealed columns in spliced ​​concrete shear walls, the stress on the concealed column is quantitatively calculated based on the tensile stress and shear stress of the wall, thus providing a quantitative basis for configuring the longitudinal reinforcement and stirrups of the concealed column. This allows for the setting of appropriately matched concealed columns according to different wall splicing positions, ensuring the load-bearing capacity of the shear wall.

[0027] The present invention also proposes a spliced ​​concrete shear wall, comprising multiple shear wall modules, wherein a hidden column configured according to the above-described method for splicing hidden columns in concrete shear wall is provided at the connection between two adjacent shear wall modules.

[0028] In this invention, the proposed spliced ​​concrete shear wall uses the above-mentioned configuration method to configure hidden columns. Under the premise of ensuring the stress performance of the shear wall, the wall modules are flexibly divided by combining existing molds. By changing the position of the vertical splice, the standardized and modular production of the wall modules is realized, which greatly reduces the production cost. Attached Figure Description

[0029] Figure 1 This is a structural schematic diagram of a concrete shear wall proposed in this invention.

[0030] Figure 2 This is a schematic diagram of the structure of a hidden column in a concrete shear wall proposed in this invention.

[0031] Figure 3 This is a superimposed diagram of the stress on the longitudinal reinforcement of a single concealed column.

[0032] Figure 4 This is a superimposed diagram of the stress on the longitudinal reinforcement of the double-hidden column.

[0033] Figure 5 This is a diagram showing the shear stress of the stirrups in a single concealed column.

[0034] Figure 6 This is a diagram showing the shear stress of the stirrups in a double-hidden column. Detailed Implementation

[0035] like Figures 1 to 6 As shown, Figure 1 This is a structural schematic diagram of a concrete shear wall proposed in this invention. Figure 2 This is a structural schematic diagram of a hidden column in a concrete shear wall proposed in this invention. Figure 3 This is a stress superposition diagram of the longitudinal reinforcement of a single concealed column. Figure 4 This is a superposition diagram of the stress on the longitudinal reinforcement of the double concealed column. Figure 5 This is a shear stress diagram for the stirrups of a single concealed column. Figure 6 This is a diagram showing the shear stress of the stirrups in a double-hidden column.

[0036] Reference Figure 1 and 2 A concealed column consists of a frame of vertically arranged longitudinal bars and stirrups arranged around the longitudinal bars, and concrete filling the gaps in the frame.

[0037] This invention proposes a spliced ​​concrete shear wall, which is constructed by splicing existing shear wall modules. Specifically, the shear wall includes multiple wall modules 1 and multiple concealed columns 2. The multiple wall modules 1 are arranged sequentially, and the ends of two adjacent wall modules 1 together form a receiving space for accommodating the concealed columns 2. The concealed columns 2 are fixedly connected to the wall modules 1 on both sides respectively.

[0038] To ensure the load-bearing capacity of the assembled wall and enhance its overall integrity, concealed columns are installed at the splicing locations of the shear wall modules. Based on the existing shear wall modules, the concealed columns are configured using the following methods.

[0039] Since the insulation layer and outer leaf plate of the shear wall do not participate in the stress calculation, only the stress calculation of the shear wall formed by the inner leaf plate and the post-cast concrete layer is required. Therefore, for ease of calculation, it is assumed that the wall is subjected to a vertically uniformly distributed force and a horizontal force, where d is the thickness of the stressed wall (inner leaf plate and cast-in-place concrete part); L is the height of the horizontal force from the base beam; H is the horizontal length of the stressed wall; b is the width of the hidden column section; and h is the height of the hidden column section.

[0040] This embodiment also proposes a method for configuring concealed columns in spliced ​​concrete shear walls, the method comprising the following steps:

[0041] Longitudinal reinforcement configuration: Calculate the stress value of the hidden column based on the internal force analysis of the concrete shear wall and the location of the hidden column, and then configure the longitudinal reinforcement based on the stress value of the hidden column;

[0042] In the longitudinal reinforcement configuration process, the beneficial effect of vertical bearing pressure of the longitudinal reinforcement in the calculation of reinforced concrete shear walls does not need to be considered. Therefore, only the longitudinal reinforcement of the concealed columns on the tension side of the wall needs to be calculated, while the reinforcement on the compression side can be arranged according to structural requirements. By performing stress integration on the tension part of the concealed column, the tensile force on the longitudinal reinforcement of the concealed column can be obtained. Since the concealed column is located inside the wall, only its elastic stage stress model needs to be considered for calculation.

[0043] Reference Figure 3 The specific calculation process is as follows. Taking the reinforcement calculation of any hidden column as an example, since the entire shear wall is subjected to horizontal force and vertical uniformly distributed load, the stress distribution diagram at the calculated section of the wall can be obtained, with tension being positive and compression being negative. The stress values ​​on both sides of the hidden column are σ1 and σ2, respectively.

[0044]

[0045] Among them, Mu =VL, where I is the moment of inertia of the load-bearing wall section, L is the height of the horizontal force from the base beam, V is the horizontal force on the shear wall, N is the axial force on the load-bearing wall, and A is the cross-sectional area of ​​the load-bearing wall. Then N / A is the uniformly distributed vertical force on the shear wall, y1 is the maximum distance between the hidden column and the centroidal axis of the horizontal section of the wall, and y2 is the minimum distance between the hidden column and the centroidal axis of the horizontal section of the wall.

[0046] Reference Figure 3 The left, middle, and right figures are shown below. The longitudinal reinforcement is calculated according to the different positions of the hidden columns.

[0047] When σ1>0 and σ2≥0, the entire hidden column is under tension. Therefore, the tensile force on the hidden column is:

[0048]

[0049] Based on equation (1-3), we can derive:

[0050] Calculate: Area of ​​longitudinal reinforcement

[0051] In the formula: n is the number of longitudinal reinforcement bars in the tension zone of the concealed column; δ p This represents the proportional limit value for longitudinal reinforcement.

[0052] According to the construction habits of concealed column longitudinal reinforcement, four or six longitudinal bars are usually used. Therefore, it is only necessary to select the corresponding size of longitudinal bar based on the area As of a single longitudinal bar.

[0053] When σ1≤0 and σ2<0, all hidden columns are under compression, and the longitudinal reinforcement of the hidden columns can be configured according to the specifications.

[0054] When σ1>0 and σ2<0, the hidden column is in a state of partial compression and partial tension, and the tensile force on the hidden column is:

[0055]

[0056] Find: Among them, h x The length of the core section of the hidden column in the tension zone.

[0057] This leads to the following: longitudinal reinforcement in the tension zone

[0058] Considering symmetrical reinforcement, take the longitudinal reinforcement A′ in the compression zone. s =A S .

[0059] When a wall is constructed from three or more modules, longitudinal reinforcement must be configured separately for each concealed column based on its location and stress. Taking the calculation of longitudinal reinforcement for any two concealed columns as an example, since the entire shear wall is subjected to horizontal forces and uniformly distributed vertical loads, the stress distribution diagram at the calculated section of the wall can be obtained, with tension being positive and compression being negative.

[0060] Where σ1, σ2, σ3, and σ4 are the stress values ​​on both sides of the hidden column, and we take σ1 ≥ σ2 ≥ σ3 ≥ σ4. The results are:

[0061]

[0062]

[0063]

[0064]

[0065] Where: M u =VL; I is the moment of inertia of the cross section of the stressed wall, and A is the cross-sectional area of ​​the stressed wall.

[0066] like Figure 4 When calculating the longitudinal reinforcement of two concealed columns, the two concealed columns in the left figure can be separated into the first concealed column (middle figure) and the second concealed column (right figure) and calculated separately.

[0067] Taking the middle diagram, we calculate the first hidden column. Since σ1>0 and σ2≥0, the entire hidden column is under tension. Therefore, the tensile force on the hidden column is:

[0068]

[0069] Calculate: Area of ​​a single longitudinal steel bar in the first hidden column

[0070] Taking the right-hand diagram as an example, for the second hidden column, since σ3 > 0 and σ4 < 0, the hidden column is in a state of partial compression and partial tension. Therefore, the tensile force on the hidden column is:

[0071]

[0072] Calculate: Area of ​​a single longitudinal steel bar in the tension zone

[0073] Considering symmetrical reinforcement, take a single longitudinal steel bar A′ in the compression zone. s =A S .

[0074] This yields the longitudinal reinforcement details for the two hidden columns shown in the left figure.

[0075] Stirrup configuration: Calculate the shear force of the hidden column based on the internal force analysis of the concrete shear wall and the location of the hidden column, and configure the stirrups according to the shear force of the hidden column.

[0076] During the stirrup configuration process, the shear stress diagram of the shear wall shows that the shear force V′ in the hidden column section is obtained by integrating the shear stress within the hidden column region.

[0077] have to:

[0078] To facilitate calculation, the shear stress at the hidden column is calculated using the maximum value τ1 within the hidden column region, ensuring the reliability of the final result while avoiding tedious integration.

[0079] Let V' = τ1bh (2-2)

[0080] in

[0081] For safety reasons, the shear resistance of concrete is not considered.

[0082] Pick

[0083] We can obtain: The value of .

[0084] Among them, S * V is the static moment of the cross-sectional area of ​​the stressed wall outside the centroidal axis y1 about the neutral axis. cs Here, h0 is the design value of the shear capacity of the stirrups in the concealed column, and f is the effective height of the concealed column section. yv This is the design value for the tensile strength of the stirrups;

[0085] Since the shear force of the shear wall is mainly borne by the horizontal reinforcement of the wall, the stirrups of the concealed columns can be selected with the same specifications as the horizontal reinforcement of the shear wall while meeting the structural requirements of the code, and no calculation is required.

[0086] Similarly, when multiple concealed columns are installed in a wall, the stirrups for each concealed column need to be configured according to its location and stress. For example... Figure 6 When calculating the stirrup reinforcement of two hidden columns, the two hidden columns in the left figure can be separated into the first hidden column in the middle figure and the second hidden column in the right figure, and calculated separately.

[0087] Calculate the stirrups of the first hidden column using the middle diagram. The shear force on the first hidden column is V′:

[0088] V'=τ2bh (2-2)

[0089] in

[0090] For safety reasons, the shear resistance of concrete is not considered.

[0091] Pick

[0092] We can obtain: The value of .

[0093] Calculate the stirrups of the second hidden column using the diagram on the right. The shear force on the second hidden column is V′:

[0094] V'=τ3bh (2-2)

[0095] in

[0096] For safety reasons, the shear resistance of concrete is not considered.

[0097] Pick

[0098] We can obtain: The value of .

[0099] In summary, the stirrup reinforcement details for the double concealed columns can be obtained.

[0100] In this embodiment, the proposed method for configuring concealed columns in spliced ​​concrete shear walls calculates the stress value of the concealed column based on the internal force analysis of the concrete shear wall and the location of the concealed column, and then calculates and configures longitudinal reinforcement based on the stress value of the concealed column; it also calculates the stress value of the concealed column based on the internal force analysis of the concrete shear wall and the location of the concealed column, and configures stirrups based on the shear force of the concealed column. Through the above-described optimized method for configuring concealed columns in spliced ​​concrete shear walls, the stress on the concealed column is quantitatively calculated based on the tensile stress and shear stress of the wall, thus providing a quantitative basis for configuring the longitudinal reinforcement and stirrups of the concealed column. This allows for the setting of appropriately matched concealed columns according to different wall splicing positions, ensuring the load-bearing capacity of the shear wall.

[0101] In this invention, the proposed spliced ​​concrete shear wall uses the above-mentioned configuration method to configure hidden columns. Under the premise of ensuring the stress performance of the shear wall, the wall modules are flexibly divided by combining existing molds. By changing the position of the vertical splice, the standardized and modular production of the wall modules is realized, which greatly reduces the production cost.

[0102] The above description is only a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any equivalent substitutions or modifications made by those skilled in the art within the scope of the technology disclosed in the present invention, based on the technical solution and inventive concept of the present invention, should be covered within the scope of protection of the present invention.

Claims

1. A method for configuring concealed columns in a concrete shear wall, characterized in that, The concealed column (2) comprises a frame of vertically arranged longitudinal bars and stirrups arranged around the longitudinal bars, and concrete filling the gaps in the frame. The configuration method includes the following steps: Longitudinal reinforcement configuration: Calculate the stress value of the hidden column based on the internal force analysis of the concrete shear wall and the location of the hidden column, and then configure the longitudinal reinforcement based on the stress value of the hidden column; Stirrup configuration: Calculate the shear force of the hidden column based on the internal force analysis of the concrete shear wall and the location of the hidden column, and configure the stirrups according to the shear force of the hidden column; In the longitudinal reinforcement configuration, the stress values ​​on both sides of the concealed column are σ1 and σ2, respectively; Among them, M u =VL, where I is the moment of inertia of the load-bearing wall section, L is the height of the horizontal force from the base beam, V is the horizontal force on the shear wall, N / A is the uniformly distributed vertical force on the shear wall, y1 is the maximum distance between the hidden column and the centroidal axis of the horizontal section of the wall, and y2 is the minimum distance between the hidden column and the centroidal axis of the horizontal section of the wall. In the configuration of longitudinal reinforcement: When σ1>0 and σ2≥0, both sides of the concealed column are under tension. Therefore, the longitudinal reinforcement of the concealed column should be configured according to the following equation: Where As is the cross-sectional area of ​​a single longitudinal reinforcement bar, h is the length of the concealed column section, n is the number of longitudinal reinforcement bars in the concealed column, and δ p This represents the proportional limit value of the longitudinal reinforcement; When σ1≤0 and σ2<0, both sides of the hidden column are under compression, and the longitudinal reinforcement of the hidden column is configured according to the specifications. When σ1>0 and σ2<0, the hidden column is in a state of partial compression and partial tension. Therefore, the longitudinal reinforcement of the hidden column should be configured according to the following equation: Where As is the cross-sectional area of ​​a single longitudinal reinforcement, n is the number of longitudinal reinforcements in the tension zone of the concealed column, and δ p h is the proportional limit value of the longitudinal reinforcement. x The length of the section of the hidden column in the tension zone; When σ1>0 and σ2<0, the longitudinal reinforcement A′ in the compression zone s =A s ; In the configuration of stirrups: Where b is the width of the hidden column section, h is the height of the hidden column section, h0 is the effective height of the hidden column section, τ is the shear stress value of the hidden column, and A sv1 Let f be the cross-sectional area of ​​a single stirrup, S be the spacing of the stirrups along the axis of the concealed column, and f be the cross-sectional area of ​​a single stirrup. yv This is the design value for the tensile strength of the stirrups; Where V is the horizontal force acting on the shear wall, and S * Let y1 be the static moment of the cross-sectional area of ​​the stressed wall outside the neutral axis y1 about the neutral axis.

2. A spliced ​​concrete shear wall, characterized in that, It includes multiple shear wall modules (1), and a hidden column (2) configured according to the concrete shear wall splicing hidden column configuration method according to claim 1 is provided at the connection between two adjacent shear wall modules (1).

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