Design and calculation method of fabricated built-in channel steel grid shear wall

Abstract

The invention relates to the technical field of steel shear walls, in particular to a design and calculation method of an assembly type built-in channel steel grid shear wall which is mainly composed of a lateral force resisting system framework and a decorative plate. The lateral force resisting system framework comprises channel steel inclined stand columns, H-shaped steel stand columns, H-shaped steel beams, bolts, connecting steel bars and welding nails, the H-shaped steel stand columns and the H-shaped steel beams are connected to form a frame, the channel steel inclined stand columns are obliquely arranged and crossed to form a grid shape to be fixedly installed in the frame, and the U-shaped connecting steel bars and the welding nails are welded to the outer side of the frame at intervals. According to the design and calculation method of the fabricated built-in channel steel grid shear wall, according to design and calculation of the shear wall, a shear stiffness formula and a bending stiffness formula are deduced, a calculation formula of displacement is given, the optimal inclination angle range of a built-in channel steel inclined stand column is given to be 35-60 degrees and the optimal angle of 45 degrees theoretically, and finally the sectional area A is calculated.

Description

Technical Field

[0001] The invention relates to the technical field of steel shear walls, in particular to a design and calculation method for an assembled built-in channel steel grid shear wall. Background Art

[0002] Steel not only has good ductility, but also has a strength three times that of concrete, and steel structures / components are easy to replace after deformation and damage. Therefore, in high-rise building structures, steel composite shear wall systems are widely used in high-rise buildings to resist lateral earthquakes or wind loads. However, the steel in traditional steel composite shear walls is generally arranged horizontally or vertically, and the mechanical properties of steel are not reasonably and effectively utilized. Even if the steel is tilted, the inclination angle of the steel is not given theoretically. In addition, details such as the connection nodes between ordinary steel composite shear walls and beams and columns are not given. Summary of the invention

[0003] In view of the shortcomings of the prior art, the present invention proposes a design and calculation method for an assembled internal channel steel grid shear wall, proposes a recommended inclination angle for the internal channel steel, and provides a splicing technology. The design is novel, supported by theoretical calculations, scientific and reasonable, and simple to construct.

[0004] In order to propose the cross-section selection of the main load-bearing channel steel inside the assembled built-in channel steel grid shear wall, the built-in channel steel grid is simplified into a "unit", and the design cross-section of the inclined channel steel is gradually given from the perspective of the derivation of the calculation formula of the unit shear stiffness and bending stiffness.

[0005] In order to achieve the above purpose, the technical solutions provided are as follows:

[0006] A design and calculation method for an assembled internal channel steel grid shear wall comprises the following steps:

[0007] Step 1: The lateral resistance of the assembled internal channel steel grid shear wall is mainly provided by the channel steel inclined columns, such as Figure 2 and Figure 5 In order to realize the design calculation of the channel steel structure, the built-in channel steel grid is simplified to Figure 6 The theoretical calculation formula is derived from the "X" unit. It can be considered that the shear wall plane is composed of n units in the horizontal direction and m units in the vertical direction.

[0008] The deformation of the unit can be considered to be composed of shear deformation and bending deformation. The unit is composed of two channel steel inclined columns and the middle beams at the top and bottom. The dotted line is the deformation of the unit under the concentrated load at the top.

[0009] According to the geometric relationship in the figure, the relationship between the height h of the unit and the length L of the channel steel inclined column is:

[0010] L=h / sinθ

[0011] Furthermore, the shear deformation ΔH of the unit under the top concentrated load and the axial deformation ε of the channel steel inclined column can be obtained: V The relationship is:

[0012] ε V =ΔH·cosθ / L=ΔH·cosθ·sinθ / h

[0013] Furthermore, from the material mechanics, it can be known that the axial force F of the channel steel inclined column v Axial deformation of channel steel inclined column ε V The relationship is:

[0014] F V =EAε V =EA·cosθ·sinθ·ΔH / h

[0015] Among them, E and A are the elastic modulus and cross-sectional area of ​​the channel steel inclined column respectively;

[0016] From this, the axial force F of each channel steel inclined column can be obtained: v The relationship between the corresponding horizontal shear force V′ is:

[0017] V'=2nF v ·cosθ

[0018] The shear force and value V provided by all channel steel inclined columns are:

[0019]

[0020] Then the shear stiffness K under horizontal load can be obtained v for:

[0021]

[0022] Step 2: When the unit is bent, assume that the middle beam rotates around O, such as Figure 7 As shown in the figure, according to the plane section assumption, assuming that the middle beam produces a rotation angle β under the action of the bending moment M, the rotation angle β causes the vertical deformation Δh at the node position of the channel steel inclined column and the middle beam, then the axial strain ε of the channel steel inclined column M The relationship between the vertical deformation Δh of the inclined column is:

[0023] ε M =Δh·sinθ / L=Δh·sin 2 θ / h

[0024] Axial force F of channel steel inclined column M Axial strain ε of channel steel inclined column M The relationship is:

[0025] F M =EAε M =EA·sin 2 θ·Δh / h

[0026] Axial force F of channel steel inclined column M Taking the moment of rotation O, the bending moment M′ borne by the channel steel inclined column is:

[0027] M'=F M ·sinθ·S=EA·sin 3 θ·Δh·S / h=EA·S 2 ·sin 3 θ·β / h

[0028] Where S is the distance from the unit node to the rotation center O;

[0029] The number of inclined channel steel columns in a unit is 2n, and the total bending moment borne by the unit is:

[0030]

[0031] The bending stiffness K of the unit can be further obtained M for:

[0032]

[0033] Step 3: In the shear stiffness and bending stiffness of the unit, other parameters are assumed to be constant values, and only the inclination angle θ of the channel steel inclined column is used as a variable. The relationship between the inclination angle θ of the inclined column and the shear stiffness and bending stiffness can be obtained by dimensionless processing of the stiffness, such as Figure 8 As shown in the figure, when the inclination angle θ of the inclined column is 35.3°, the shear stiffness is the largest. When the inclination angle θ of the inclined column is larger, the bending stiffness is also larger. When θ is 54.7°, the increase in bending stiffness is the largest. By superimposing the dimensionless shear stiffness and bending stiffness, it is found that the superimposed stiffness in the range of 35° to 60° is larger. Therefore, it is proposed that the recommended value range of the inclination angle of the channel steel inclined column of the assembled built-in channel steel grid shear wall is 35° to 60°, and the optimal inclination angle is 45°.

[0034] Step 4: When the top of the assembled internal channel steel grid shear wall is subjected to the concentrated load V, the total horizontal lateral displacement of the shear wall is calculated by the shear deformation ΔU V and bending deformation ΔU M The shear deformation is the lateral displacement ΔU V It can be expressed as:

[0035] ΔU V =Vm / K V

[0036] The total displacement of bending deformation at the top position is:

[0037]

[0038] Then the total vertex displacement ΔU under the horizontal concentrated load V can be obtained as:

[0039] ΔU=Vm / K V +m(m+1)(2m+1)Vh 2 / 6K M

[0040] In order to obtain the cross section of the inclined channel steel, the inter-story drift angle limit [ΔU / h] of the structural floor is used as the constraint condition:

[0041] ΔU / h=Vm / K V h+m(m+1)(2m+1)Vh / 6K M ≤[ΔU / h]

[0042] The shear stiffness K v and bending stiffness K M Substitute the calculation formula into the above formula and make the above formula meet the requirements to obtain the cross-sectional area A;

[0043] In addition, in order to prevent the stiffness of the inclined column channel steel from not meeting the requirements, the maximum slenderness ratio of the inclined column of the channel steel is constrained. The calculated length between the nodes of the inclined column of the channel steel is taken as L / 2, and the maximum slenderness ratio of the inclined column must meet the following requirements:

[0044] λ=L / 2i≤[λ]

[0045] The channel steel inclined column is used as a supporting member here. Therefore, it is recommended that the limit value of the allowable slenderness ratio under compression [λ] be taken as 200.

[0046] Because the channel steel inclined columns adopt market standard profiles and the distance between the nodes of the channel steel inclined columns is relatively short, under normal circumstances, their local stability and overall stability meet the requirements.

[0047] Complete the cross-section selection of the channel steel inclined column according to the above calculation method.

[0048] An assembled built-in channel steel grid shear wall, characterized in that: the assembled built-in channel steel grid shear wall is mainly composed of two parts: a lateral force resistance system skeleton and a decorative panel, wherein the lateral force resistance system skeleton includes a channel steel inclined column 1, an H-shaped steel column 2, an H-shaped steel beam 3, bolts 4, connecting steel bars 5 and welding nails 6; the H-shaped steel column 2 and the H-shaped steel beam 3 are connected to form a frame, the channel steel inclined column 1 is obliquely crossed into a grid shape and fixedly installed in the frame, and the outer side of the frame is welded with U-shaped connecting steel bars 5 and welding nails 6 at intervals. The outer side of the lateral force resistance system skeleton is arranged in sequence with an outer fireproof board 7 and an outer decorative board 8, and the outer fireproof board 7 and the outer decorative board 8 are fixed by an outer card slot 9, and the outer card slot 9 is welded to the outer side of the flange of the H-shaped steel column 2. An inner fireproof panel 10, a pre-buried pipeline 11 and an inner decorative panel 12 are arranged in sequence on the inner side of the lateral force resistance system skeleton. The pre-buried pipeline 11 is embedded in the inner decorative panel 12. The inner fireproof panel 10, the pre-buried pipeline 11 and the inner decorative panel 12 are fixed by an inner slot 13. The inner slot 13 is welded to the outer side of the flange of the H-shaped steel column 2. The H-shaped steel column 2 is connected to the H-shaped steel beam 3 by welding. The channel steel inclined column 1 is connected to the H-shaped steel column 2 and the H-shaped steel beam 3 by welding. The channel steel inclined columns 1 are cross-connected to each other by bolts 4 to form a grid.

[0049] The beneficial effects of the present invention are:

[0050] In view of the deficiencies in the above-mentioned prior art, the present invention proposes an assembled internal channel steel grid shear wall, in which the internal channel steel is tilted, and the recommended optimal inclination angle is obtained through theoretical calculation. A lightweight shear wall that is easy to assemble on site is effectively designed through theoretical mechanics and material mechanics, which can greatly improve the material utilization efficiency while ensuring the bearing capacity and ductility. BRIEF DESCRIPTION OF THE DRAWINGS

[0051] Figure 1 It is a structural schematic diagram of an assembled built-in channel steel grid shear wall of the present invention;

[0052] Figure 2 It is a structural schematic diagram of the shear wall of the present invention;

[0053] Figure 3 It is a schematic diagram of the lateral force resistance system of the shear wall of the present invention;

[0054] Figure 4 It is a schematic diagram of the skeleton of the shear wall lateral force resistance system of the present invention;

[0055] Figure 5 It is a schematic diagram of shear calculation of the lateral force resistance system skeleton of the present invention;

[0056] Figure 6 It is a simplified diagram of the bending calculation of the lateral force resistance system skeleton of the present invention;

[0057] Figure 7 A diagram showing a suggested range of inclination angles of the channel steel inclined columns of the present invention;

[0058] Figure 8 Detailed view of the shear wall installation anchoring system of the present invention.

[0059] In the figure: 1- channel steel inclined column; 2- H-steel column; 3- H-steel beam; 4- bolt; 5- U-shaped connecting steel bar; 6- welding nail; 7- outer fireproof board; 8- outer decorative board; 9- outer slot; 10- inner fireproof board; 11- embedded pipeline; 12- inner decorative board; 13- inner slot. DETAILED DESCRIPTION

[0060] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0061] Example 1

[0062] An assembled internal channel steel grid shear wall, such as Figure 1-Figure 4 and Figure 8 As shown, the assembled built-in channel steel grid shear wall is mainly composed of two parts: a lateral force resistance system frame and a decorative panel. The lateral force resistance system frame is the main component of the shear wall that provides lateral force resistance, and is mainly composed of channel steel inclined columns 1, H-shaped steel beams 3 and H-shaped steel columns 2, ordinary bolts 4, connecting steel bars 5 and welding nails 6.

[0063] Its main feature is that the inclined column of the channel steel is arranged obliquely and crossed in a grid shape to provide lateral force resistance, which is the core load-bearing component of the shear wall system of the present invention. When the top of the wall is subjected to horizontal load, the load inside the wall is mainly borne by the inclined column of the channel steel, and is mainly distributed along the axial direction of the channel steel. The theoretical formula derivation of the present invention also obtains the optimal inclination angle of the channel steel. The inclined channel steels are connected by bolts.

[0064] H-shaped steel beams and H-shaped steel columns form a frame, and the cross-shaped channel steel members are constrained by boundary conditions. The boundary position of the channel steel is connected to the H-shaped steel beam and H-shaped steel column by welding, and the welding strength is not less than the strength of the parent material. U-shaped connecting steel bars 5 and welding nails 6 are welded on the outside of the H-shaped steel beam and H-shaped steel column to achieve a reliable connection between the shear wall and the frame beam column.

[0065] On the outer wall surface of the shear wall, an outer fireproof board 7 and an outer decorative board 8 are arranged in sequence. The outer fireproof board is used to prevent and delay the damage of the shear wall caused by high temperature of fire, and the outer decorative board has the functions of heat preservation, enclosure and decoration. The outer fireproof board 7 and the outer decorative board 8 are fixed by an outer groove 9. The outer groove 9 is welded to the outer side of the column flange.

[0066] On the inner wall surface of the shear wall, an inner fireproof board 10, a pre-buried pipeline 11 and an inner decorative board 12 are arranged in sequence. The pre-buried pipeline 11 is embedded in the inner decorative board 12 to prevent the inner fireproof board 10 from being punctured. The inner fireproof board 10, the pre-buried pipeline 11 and the inner decorative board 12 are fixed by an inner groove 13, and the inner groove 13 is welded to the outer side of the flange of the H-shaped steel column 2.

[0067] Example 2

[0068] In order to propose the cross-section selection of the main load-bearing channel steel inside the assembled built-in channel steel grid shear wall, the built-in channel steel grid is simplified into a "unit", and the design cross-section of the inclined channel steel is gradually given from the perspective of the derivation of the calculation formula of the unit shear stiffness and bending stiffness.

[0069] In order to achieve the above purpose, the technical solutions provided are as follows:

[0070] A design and calculation method for an assembled internal channel steel grid shear wall comprises the following steps:

[0071] Step 1: The lateral resistance of the assembled internal channel steel grid shear wall is mainly provided by the channel steel inclined columns, such as Figure 2 and Figure 5 In order to realize the design calculation of the channel steel structure, the built-in channel steel grid is simplified to Figure 6 The theoretical calculation formula is derived from the "X" unit. It can be considered that the shear wall plane is composed of n units in the horizontal direction and m units in the vertical direction.

[0072] The deformation of the unit can be considered to be composed of shear deformation and bending deformation. The unit is composed of two channel steel inclined columns and the middle beams at the top and bottom. The dotted line is the deformation of the unit under the concentrated load at the top.

[0073] According to the geometric relationship in the figure, the relationship between the height h of the unit and the length L of the channel steel inclined column is:

[0074] L=h / sinθ

[0075] Furthermore, the shear deformation ΔH of the unit under the top concentrated load and the axial deformation ε of the channel steel inclined column can be obtained: V The relationship is:

[0076] ε V =ΔH·cosθ / L=ΔH·cosθ·sinθ / h

[0077] Furthermore, from the material mechanics, it can be known that the axial force F of the channel steel inclined column v Axial deformation of channel steel inclined column ε V The relationship is:

[0078] F V =EAε V =EA·cosθ·sinθ·ΔH / h

[0079] Among them, E and A are the elastic modulus and cross-sectional area of ​​the channel steel inclined column respectively;

[0080] From this, the axial force F of each channel steel inclined column can be obtained: v The relationship between the corresponding horizontal shear force V′ is:

[0081] V'=2nF v ·cosθ

[0082] The shear force and value V provided by all channel steel inclined columns are:

[0083]

[0084] Then the shear stiffness K under horizontal load can be obtained v for:

[0085] K v =V / ΔH=2nEA·cos 2 θ·sinθ / h;

[0086] Step 2: When the unit is bent, assume that the middle beam rotates around O, such as Figure 7 As shown in the figure, according to the plane section assumption, assuming that the middle beam produces a rotation angle β under the action of the bending moment M, the rotation angle β causes the vertical deformation Δh at the node position of the channel steel inclined column and the middle beam, then the axial strain ε of the channel steel inclined column M The relationship between the vertical deformation Δh of the inclined column is:

[0087] ε M =Δh·sinθ / L=Δh·sin 2 θ / h

[0088] Axial force F of channel steel inclined column M Axial strain ε of channel steel inclined column M The relationship is:

[0089] F M =EAε M =EA·sin 2 θ·Δh / h

[0090] Axial force F of channel steel inclined column MTaking the moment of rotation O, the bending moment M′ borne by the channel steel inclined column is:

[0091] M'=F M ·sinθ·S=EA·sin 3 θ·Δh·S / h=EA·S 2 ·sin 3 θ·β / h

[0092] Where S is the distance from the unit node to the rotation center O;

[0093] The number of inclined channel steel columns in a unit is 2n, and the total bending moment borne by the unit is:

[0094]

[0095] The bending stiffness K of the unit can be further obtained M for:

[0096]

[0097] Step 3: In the shear stiffness and bending stiffness of the unit, other parameters are assumed to be constant values, and only the inclination angle θ of the channel steel inclined column is used as a variable. The relationship between the inclination angle θ of the inclined column and the shear stiffness and bending stiffness can be obtained by dimensionless processing of the stiffness, such as Figure 8 As shown in the figure, when the inclination angle θ of the inclined column is 35.3°, the shear stiffness is the largest. When the inclination angle θ of the inclined column is larger, the bending stiffness is also larger. When θ is 54.7°, the increase in bending stiffness is the largest. By superimposing the dimensionless shear stiffness and bending stiffness, it is found that the superimposed stiffness in the range of 35° to 60° is larger. Therefore, it is proposed that the recommended value range of the inclination angle of the channel steel inclined column of the assembled built-in channel steel grid shear wall is 35° to 60°, and the optimal inclination angle is 45°.

[0098] Step 4: When the top of the assembled internal channel steel grid shear wall is subjected to the concentrated load V, the total horizontal lateral displacement of the shear wall is calculated by the shear deformation ΔU V and bending deformation ΔU M The shear deformation is the lateral displacement ΔU V It can be expressed as:

[0099] ΔU V =Vm / K V

[0100] The total displacement of bending deformation at the top position is:

[0101]

[0102] Then the total vertex displacement ΔU under the horizontal concentrated load V can be obtained as:

[0103] ΔU=Vm / K V +m(m+1)(2m+1)Vh 2 / 6K M

[0104] In order to obtain the cross section of the inclined channel steel, the inter-story drift angle limit [ΔU / h] of the structural floor is used as the constraint condition:

[0105] ΔU / h=Vm / K V h+m(m+1)(2m+1)Vh / 6K M ≤[ΔU / h]

[0106] The shear stiffness K v and bending stiffness K M Substitute the calculation formula into the above formula and make the above formula meet the requirements to obtain the cross-sectional area A;

[0107] In addition, in order to prevent the stiffness of the inclined column channel steel from not meeting the requirements, the maximum slenderness ratio of the inclined column of the channel steel is constrained. The calculated length between the nodes of the inclined column of the channel steel is taken as L / 2, and the maximum slenderness ratio of the inclined column must meet the following requirements:

[0108] λ=L / 2i≤[λ]

[0109] The channel steel inclined column is used as a supporting member here. Therefore, it is recommended that the limit value of the allowable slenderness ratio under compression [λ] be taken as 200.

[0110] Because the channel steel inclined columns adopt market standard profiles and the distance between the nodes of the channel steel inclined columns is relatively short, under normal circumstances, their local stability and overall stability meet the requirements.

[0111] It will be apparent to those skilled in the art that the invention is not limited to the details of the exemplary embodiments described above and that the invention can be implemented in other specific forms without departing from the spirit or essential features of the invention. Therefore, the embodiments should be considered exemplary and non-limiting in all respects, and the scope of the invention is defined by the appended claims rather than the foregoing description, and it is intended that all variations falling within the meaning and scope of the equivalent elements of the claims be included in the invention. Any reference numeral in a claim should not be considered as limiting the claim to which it relates.

Claims

1. An assembled internal channel steel grid shear wall, Features: The assembled built-in channel steel grid shear wall mainly consists of two parts: a lateral force resistance system frame and a decorative panel, wherein the lateral force resistance system frame comprises channel steel inclined columns (1), H-shaped steel columns (2), H-shaped steel beams (3), bolts (4), connecting steel bars (5) and welding nails (6); the H-shaped steel columns (2) and H-shaped steel beams (3) are connected to form a frame, the channel steel inclined columns (1) are obliquely crossed in a grid shape and fixedly installed in the frame, and the outer side of the frame is welded with U-shaped connecting steel bars (5) and welding nails (6) at intervals.

2. The assembled internal channel steel grid shear wall according to claim 1, Features: An external fireproof panel (7) and an external decorative panel (8) are sequentially arranged on the outside of the lateral force resistance system skeleton. The external fireproof panel (7) and the external decorative panel (8) are fixed by an external clamping groove (9). The external clamping groove (9) is welded to the outer side of the flange of the H-shaped steel column (2).

3. The assembled internal channel steel grid shear wall according to claim 1, Features: An inner fireproof panel (10), a pre-buried pipeline (11) and an inner decorative panel (12) are sequentially arranged on the inner side of the lateral force resistance system skeleton; the pre-buried pipeline (11) is embedded in the inner decorative panel (12); the inner fireproof panel (10), the pre-buried pipeline (11) and the inner decorative panel (12) are fixed by an inner groove (13); and the inner groove (13) is welded to the outer side of the flange of the H-shaped steel column (2).

4. The assembled internal channel steel grid shear wall according to claim 1, Features: The H-shaped steel columns (2) and the H-shaped steel beams (3) are connected by welding, the channel steel inclined columns (1) and the H-shaped steel columns (2) and the H-shaped steel beams (3) are connected by welding, and the channel steel inclined columns (1) and the channel steel inclined columns (1) are cross-connected by bolts (4) to form a grid.

5. A design and calculation method for assembled internal channel steel grid shear wall. It is characterized in that The following steps are involved: Step 1: The lateral resistance of the assembled internal channel steel grid shear wall is mainly provided by the channel steel inclined columns. In order to realize the design calculation of the channel steel structure, the internal channel steel grid is simplified into "X" units to derive the theoretical calculation formula. It can be considered that it is composed of n units in the horizontal direction and m units in the vertical direction along the shear wall plane; The deformation of the unit can be considered to be composed of shear deformation and bending deformation. The unit is composed of two channel steel inclined columns and the middle beams at the top and bottom. The dotted line is the deformation of the unit under the concentrated load at the top. According to the geometric relationship in the figure, the relationship between the height h of the unit and the length L of the channel steel inclined column is: L=h / sinθ Furthermore, the shear deformation ΔH of the unit under the top concentrated load and the axial deformation ε of the channel steel inclined column can be obtained: V The relationship is: e V =ΔH·cosθ / L=ΔH·cosθ·sinθ / h Furthermore, from the material mechanics, we know that the axial force F of the channel steel inclined column is v Axial deformation of channel steel inclined column ε V The relationship is: F V =EAε V =EA·cosθ·sinθ·ΔH / h Among them, E and A are the elastic modulus and cross-sectional area of ​​the channel steel inclined column respectively; From this, the axial force F of each channel steel inclined column can be obtained: v The relationship between the corresponding horizontal shear force V′ is: V'=2nF v ·cosθ The shear force and value V provided by all channel steel inclined columns are: Then the shear stiffness K under horizontal load can be obtained v for: K v =V / ΔH=2nEA·cos 2 θ·sinθ / h Step 2: When the unit is bent, it is assumed that the middle beam rotates around O. According to the plane section assumption, it is assumed that the middle beam produces an angle β under the action of the bending moment M. The angle β causes a vertical deformation Δh at the node between the channel steel inclined column and the middle beam. Then the axial strain ε of the channel steel inclined column is M The relationship between the vertical deformation Δh of the inclined column is: e M =Δh·sinθ / L=Δh·sin 2 t / h Axial force F of channel steel inclined column M Axial strain of channel steel inclined column ε M The relationship is: F M =EAε M =EA·sin 2 θ·Δh / h Axial force F of channel steel inclined column M Taking the moment of rotation O, the bending moment M′ borne by the channel steel inclined column is: M'=F M ·sinθ·S=EA·sin 3 θ·Δh·S / h=EA·S 2 ·sin 3 θ·β / h Where S is the distance from the unit node to the rotation center O; The number of inclined channel steel columns in a unit is 2n, and the total bending moment borne by the unit is: The bending stiffness K of the unit can be further obtained M for: Step 3: In the shear stiffness and bending stiffness of the unit, other parameters are assumed to be constant values, and only the inclination angle θ of the channel steel inclined column is used as a variable. The relationship between the inclination angle θ of the inclined column and the shear stiffness and bending stiffness can be obtained. By dimensionless processing of the stiffness, the shear stiffness is the largest when the inclination angle θ of the inclined column is 35.3°. The greater the inclination angle θ of the inclined column, the greater the bending stiffness. When θ is 54.7°, the increase in bending stiffness is the largest. By superimposing the dimensionless shear stiffness and bending stiffness, it is found that the superimposed stiffness in the range of 35° to 60° is larger. Step 4: When the top of the assembled internal channel steel grid shear wall is subjected to the concentrated load V, the total horizontal lateral displacement of the shear wall is calculated by the shear deformation ΔU V and bending deformation ΔU M The shear deformation is the lateral displacement ΔU V It can be expressed as: ΔU V =V m / K V The total displacement of bending deformation at the top position is: Then the total vertex displacement ΔU under the horizontal concentrated load V can be obtained as: ΔU=Vm / K V +m(m+1)(2m+1)Vh 2 / 6K M In order to obtain the cross section of the inclined channel steel, the inter-story drift angle limit [ΔU / h] of the structural floor is used as the constraint condition: ΔU / h=Vm / K V h+m(m+1)(2m+1)Vh / 6K M ≤[ΔU / h] The shear stiffness K v and bending stiffness K M Substitute the calculation formula into the above formula and make the above formula meet the requirements to obtain the cross-sectional area A.

6. According to claim 1, a design and calculation method for an assembled internal channel steel grid shear wall, Features: In order to prevent the situation where the stiffness of the inclined column channel steel does not meet the requirements, the maximum slenderness ratio of the inclined column of the channel steel is constrained. The calculated length between the nodes of the inclined column of the channel steel is taken as L / 2, and the maximum slenderness ratio of the inclined column must meet: λ=L / 2i≤[λ] The channel steel inclined column is used as a supporting member here. Therefore, it is recommended that the limit value of the allowable slenderness ratio under compression [λ] be taken as 200.

7. According to claim 5, a design and calculation method for a prefabricated internal channel steel grid shear wall, Features: In step three, the optimal tilt angle is 45°.

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