A structural optimization design method for a unilateral formwork support system

Abstract

The present invention relates to a structural optimization design method for a single-sided formwork support system, which is characterized in that: the single-sided formwork support system includes a formwork panel structure and a formwork support structure, the formwork panel structure includes a panel, vertical ribs and horizontal ribs; the formwork support structure includes vertical rods, horizontal rods, anchor bolts and steel pipe diagonal braces. Through theoretical research on the single-sided formwork, it can help to develop a more applicable formwork, making the structural optimization of the single-sided formwork support system a multi-objective and multi-variable design. Taking the least material consumption, consistent safety reserves of members and reliable structural stiffness as the goals, an optimization equation is established, the parameters to be optimized are selected, and a generative adversarial neural network is used for multi-parameter optimization to determine the optimal structural parameter values of the single-sided formwork support system. Therefore, in order to more quickly complete the structural design of the single-sided formwork and obtain a single-sided formwork with better benefits.

Description

Technical Field

[0001] The present invention relates to the technical field of construction engineering, and particularly relates to a structural optimization design method for a single-sided formwork support system. Background Technique

[0002] With the rapid advancement of China's urbanization process, problems such as increasing population density, traffic congestion, and environmental pressure in cities have become increasingly prominent, and land resources have become increasingly scarce, resulting in large-scale engineering construction gradually turning its attention to the development of underground space. Concrete is the main building material for modern engineering structures. The current main construction method for underground concrete projects is still on-site pouring. In in-situ construction, the formwork support system is an indispensable part, which has an important impact on the construction quality and construction period of concrete projects. In order to improve the utilization of urban land, the building red line is getting closer and closer to the building itself, which puts higher requirements on the construction of underground retaining concrete of buildings. Traditional double-sided formwork cannot meet the land use requirements because it requires a wide working space for leaving a fat groove. Therefore, the theoretical calculation research on the single-sided formwork support system is of great significance and value for the development and improvement of single-sided formwork.

[0003] Currently, the main structure of single-sided formwork is divided into the formwork panel, vertical ribs, horizontal ribs, and the support part. The factors affecting the structural performance of single-sided formwork are extremely complex. The structure of single-sided formwork is basically based on the experience of actual construction, and it is all for a specific project, resulting in a low turnover rate of the formwork. Summary of the Invention

[0004] The purpose of the present invention is to provide an adapter that can take samples in a container with a small diameter, effectively solving the problems raised in the above background technique.

[0005] To achieve the above purpose, the present invention provides the following technical solutions.

[0006] A structural optimization design method for a single-sided formwork support system, characterized in that: the single-sided formwork support system includes a formwork panel structure and a formwork support structure. The formwork panel structure includes a panel, vertical ribs, and horizontal ribs; the formwork support structure includes vertical rods, horizontal rods, anchor bolts, and steel pipe diagonal braces. The vertical ribs and horizontal ribs are arranged crosswise to form a support network. The panel is arranged on the support network. The vertical rods and horizontal rods are respectively arranged on the formwork panel structure. There is a steel pipe diagonal brace between the vertical rods and the horizontal rods, and the steel pipe diagonal brace is connected to the vertical rods and the horizontal rods through anchor bolts.

[0007] The design method includes the following steps:

[0008] S1: Simplify the panels, horizontal ribs and vertical ribs in the formwork panel structure into a multi-span continuous beam mechanical model, and solve the bending moment and deflection analytical solution of the formwork panel structure under the lateral load of cast-in-place concrete;

[0009] S2: The vertical bars, horizontal bars, anchor bolts and steel pipe braces in the formwork support structure are simplified into multi-span continuous beams, multi-point supported elastic beams and two-force bars, respectively, and the analytical solutions of the bending moments and deflections of each component under the load transferred from the panel are obtained;

[0010] S3: Establish the calculation equations for strength control and displacement control of the single-side formwork support system;

[0011] S4: With the three goals of minimizing material consumption, consistent safety reserve of rods, and reliable structural stiffness, the optimization equation of the single-sided formwork support system is established, the parameters to be optimized are selected, and a generative adversarial neural network is used for multi-parameter optimization to determine the optimal structural parameter values of the single-sided formwork support system.

[0012] Preferably, in step S1, the panel is regarded as a multi-span continuous beam supported on vertical ribs, bearing a lateral equivalent uniformly distributed surface load of cast-in-place concrete of q, and the bending moment distribution of the panel per unit width at position x is M1(x), and the maximum displacement is δ1;

[0013] The vertical ribs are regarded as multi-span continuous beams supported on the horizontal ribs, bearing the uniformly distributed load q2 transmitted from the panel, the bending moment distribution at the x position is M2(x), and the maximum displacement is δ2;

[0014] The horizontal rib is regarded as a single-span double cantilever beam bridge supported on the vertical rod, bearing the point load P transmitted by the vertical rib. 3n (n=1,2,…,N, N is the number of vertical ribs), the bending moment distribution at position x is M3(x), and the maximum displacement is δ3.

[0015] Preferably, in step S2, the vertical rod is regarded as a multi-span continuous beam supported on the horizontal rod and the steel pipe diagonal brace, bearing the point load P transmitted by the cross brace. 4m (m=1,2,…,M, M is the number of horizontal ribs), the bending moment distribution of the vertical rod at the x position is M4(x), and the maximum displacement is δ4;

[0016] The steel pipe brace is regarded as a two-force rod, bearing the support reaction force transmitted by the vertical rod. The axial force borne by the j-th steel pipe brace is P 5j (j=1,2,…,W, W is the number of steel pipe braces);

[0017] The ground anchor bolts are regarded as two-force rods, bearing the horizontal load P5 of the entire single-sided formwork support system, and their cross-section is A5; the horizontal rods are regarded as elastic foundation beams supported on the ground and constrained by anchor bolts. Their force performance is not a control point and can be regarded as a necessary structure.

[0018] Preferably, in the step S3, the total control displacement δ of the unilateral formwork 总 = δ1 + δ2 + δ3 + δ4, and a displacement control equation is established with the specification limit value of the unilateral formwork:

[0019] δ 总 ≤ [δ]

[0020] where [δ] is the displacement specification control value of the unilateral formwork.

[0021] Preferably, the strength control equations for the panel, vertical ribs, horizontal ribs and vertical bars are:

[0022]

[0023] where i = 1, 2, 3, 4 represent the panel, vertical ribs, horizontal ribs and vertical bars respectively, is the maximum value of M i (x), K is the safety factor, y i is the maximum distance from the centroid of the edge section of the i-th member, I i is the moment of inertia of the i-th member about its bending axis, [σ i is the allowable stress of the i-th member; the strength control equation for the diagonal brace is σ 5j = P 5j / A 5j ≤ [σ 5j / K 5j , j = 1, 2,..., W, K 4j is the safety factor of the j-th diagonal brace, A 5j is the cross-sectional area of the j-th diagonal brace, [σ 5j is the allowable stress of the j-th diagonal brace.

[0024] Preferably, in the step S4, the optimization equation is established with three objectives: the most economical material consumption, consistent safety reserves of members, and reliable structural stiffness. The equations are as follows:

[0025] Most economical material consumption: {∑V i} min (i = 1, 2,..., i, where i is the number of members);

[0026] Consistent safety reserves of members: {K i ≈ K};

[0027] Reliable structural stiffness: δ 总 ≤ [δ];

[0028] The material consumptions of the panel, vertical ribs, horizontal ribs and vertical bars are respectively V i = ρ i A i lxi (i = 1, 2, 3, 4), where ρ, A, and l x are the density, area, and length of the rod member.

[0029] Preferably, it is characterized in that: in the step S4, the generative adversarial neural network includes a discriminator;

[0030] The generative adversarial neural network uses latent variables to generate two sets of data. One set is the generated data with known parameters, and the loss of the network is reduced by the discriminator for this generated data and the actual known parameter data. The other set is the generated data with parameters to be optimized, and the loss function of the generator is established by the physical constraint equation for this generated data and the generated data with known parameters. By continuously optimizing the discriminator and the generator, the network loss is minimized, and the value of the parameter to be optimized obtained by the optimized generative adversarial neural network is the result required by the design.

[0031] Preferably, the physical constraint equation is the optimization equation for the single-sided formwork, with the goal of minimizing the material consumption, ensuring consistent safety reserves of the rod members, and reliable structural stiffness.

[0032] Through the theoretical research on the single-sided formwork, the present invention can help formulate a more applicable formwork, making the structural optimization of the single-sided formwork support system a multi-objective and multi-variable design. For the structural optimization of the single-sided formwork, factors with higher sensitivity to the single-sided formwork structure are found. With the goal of minimizing the material consumption, ensuring consistent safety reserves of the rod members, and reliable structural stiffness, an optimization equation is established, parameters to be optimized are selected, and a generative adversarial neural network is used for multi-parameter optimization to determine the optimal structural parameter values of the single-sided formwork support system. Therefore, in order to more quickly complete the structural design of the single-sided formwork and obtain a single-sided formwork with better benefits, a structural optimization method for a parametric single-sided formwork support system is proposed, which can, to a certain extent, alleviate the problems such as relying on empiricism in the single-sided formwork design and low turnover rate, and provides a certain reference value for the subsequent optimization and development of the single-sided formwork. Description of the Drawings

[0033] Figure 1 is the flow chart of the optimal design of the single-sided formwork in this embodiment;

[0034] Figure 2 is the layout drawing of the panel in this embodiment;

[0035] Figure 3 is the layout drawing of the supports in this embodiment;

[0036] Figure 4 is the flow chart of the generative adversarial neural network in this embodiment;

[0037] Figure 5 is the simplified mechanical schematic diagram of the panel in this embodiment;

[0038] Figure 6 Simplified mechanical schematic diagram of the vertical ribs in this embodiment;

[0039] Figure 7 Simplified mechanical schematic diagram of the horizontal ribs in this embodiment;

[0040] Figure 8 Simplified mechanical schematic diagram of the vertical rods in this embodiment. Specific implementation manners

[0041] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0042] Please refer to Figures 1-8 , a structural optimization design method for a unilateral formwork support system provided in this embodiment is as follows:

[0043] S1: Simplify the formwork panel 3, horizontal ribs 2, and vertical ribs 1 in the formwork panel 3 structure into a multi-span continuous beam mechanical model, and solve the analytical solutions of the bending moment and deflection of the formwork panel 3 structure under the action of the lateral load of the cast-in-place concrete;

[0044] S2: Simplify the vertical rods 4, horizontal rods 6, anchor bolts, and steel pipe braces 5 in the formwork support structure into a multi-span continuous beam, a multi-point supported elastic beam, and a two-force member respectively, and obtain the analytical solutions of the bending moment and deflection of each component under the action of the load transferred by the panel 3;

[0045] S3: Establish the calculation equations for the strength control and displacement control of the unilateral formwork support system;

[0046] S4: Take the minimum material consumption, consistent safety reserve of the members, and reliable structural stiffness as the three goals, establish the optimization equation of the unilateral formwork support system, select the parameters to be optimized, and use the generative adversarial neural network for multi-parameter optimization to determine the optimal structural parameter values of the unilateral formwork support system.

[0047] In step S1, the value of the concrete side pressure is F = min{0.22γ c t0β1β2V 0.5 , γ c H}, γ c is the density of the concrete, t0 is the initial setting time of the cast-in-place concrete, β1 is the correction parameter for the influence of admixtures, β2 is the correction parameter for the influence of slump, V is the concrete pouring speed, H is the total height of the concrete wall, and the design value of the load effect is S = max{(1.2F + 1.4×1.0Qk ), (1.35F+1.4×1.0×0.7Q k )}, Q k It is the standard value of the horizontal load on the formwork when pouring concrete. The load design value S is taken when calculating strength. k =0.9S, the standard value of the load is taken when calculating the deformation

[0048] In step S1, the panel 3 is regarded as a five-span continuous beam supported on the vertical rib 1, bearing the equivalent uniformly distributed lateral surface load q of the cast-in-place concrete. The relationship matrix between the coefficient and x / 2 is [0,l1 / 2,l1,3l1 / 2,2l1,5l1 / 2; 0,0.078,-0.105,0.033,-0.079,0.046], the maximum displacement E1 is the elastic modulus of panel 3, h1 is the thickness of panel 3. The support reaction force q of vertical rib 1 subjected to the equivalent uniformly distributed load of panel 3 2n (n=1,2,…,N, N is the number of vertical ribs 1)=[0.394ql1,1.132ql1,0.979ql1,0.979ql1,1.132ql1,0.394ql1](from left to right), bending moment of multi-span continuous beam The relationship matrix between the coefficients and x / 2 is [0, l2 / 2, l2, 3l2 / 2, 2l2; 0, 0.077, -0.107, 0.036, -0.071], the maximum displacement E2 is the elastic modulus of the vertical rib 1. The horizontal rib 2 bears the point load P transmitted by the vertical rib 1. 3n (n=1,2,…,N, N is the number of vertical ribs 1)=[0.393q 2n l2,1.143q 2n l2,0.928q 2n l2,1.143q 2n l2,0.393q 2n l2], the maximum displacement is E3 is the elastic modulus of the transverse rib 2, and l3 is the length of the cantilever section of the transverse rib 2.

[0049] In step S2, the vertical rod 4 bears the point load P transmitted by the horizontal rib 2. 4m(m = 1, 2, …, M, where M is the number of cross bars 2) = [0.985ql1l2, 2.86ql1l2, 2.325ql1l2, 2.86ql1l2, 0.985ql1l2] (from top to bottom). The steel pipe diagonal brace 5 will undergo compressive deformation under the support reaction force transmitted by the vertical rod 4. The maximum displacement δ4 of the vertical rod 4 = the maximum deformation at the cantilever end + the compressive deformation of the steel pipe diagonal brace 5 = ql1l2(4l2 + l3 - (L1 + L2 + L3)) 3 / E4I4) + P 5j l 5j / sinαE5A 5j , L1, L2, and L3 are the spacings between the diagonal braces respectively, E4 is the elastic modulus of the vertical rod 4, l 5j is the length of the diagonal brace, α is the angle between the diagonal brace and the vertical rod 4, E5 is the elastic modulus of the diagonal brace. The axial force P of each diagonal brace can be obtained through the force method equation 5j .

[0050] In step S3, the total displacement of the single-sided formwork

[0051] The strength control equations for the formwork panel 3, vertical ribs 1, cross bars 2, and vertical rods 4 are The strength control equation for each diagonal brace is σ 5j = P 5j / A 5j ≤ [σ 5j / K 5j . The values of each parameter should satisfy the above inequality group simultaneously.

[0052] In step S4, the material usage of the formwork panel 3, vertical ribs 1, cross bars 2, and vertical rods 4 are respectively V i = ρ i A i l xi (i = 1, 2, 3, 4). Taking the minimum material usage {∑V i} min (i = 1, 2, …, i, where i is the number of components), consistent safety reserves of the members {K i ≈ K}, and reliable structural stiffness δ 总 ≤ [δ] as the goal, an optimization equation for the single-sided formwork is established. The generative adversarial network uses latent variables to generate two sets of data. One set is the generated data of known parameters, and this generated data and the actual known parameter data reduce the network loss through the discriminator. The other set is the generated data of parameters to be optimized, and this generated data and the generated data of known parameters establish a loss function for the generator through the physical constraint equation, which is the above optimization equation. By continuously optimizing the discriminator and the generator, the network loss is minimized. The values of the parameters to be optimized obtained from the optimized generative network are the results required for the design.

[0053] The above is a detailed description of the present invention in combination with specific embodiments. It cannot be determined that the specific implementation of the present invention is only limited to these descriptions. For those of ordinary skill in the technical field to which the present invention pertains, without departing from the concept of the present invention, several equivalent substitutions or obvious modifications are made, and the performance or use is the same. All should be regarded as belonging to the patent protection scope determined by the claims submitted for the present invention.

Claims

1. A structural optimization design method for a unilateral formwork support system, characterized in that: The single-sided formwork support system includes a formwork panel structure and a formwork support structure, wherein the formwork panel structure includes a panel, vertical ribs and horizontal ribs; the formwork support structure includes vertical rods, horizontal rods, anchor bolts and steel pipe diagonal braces; The vertical ribs and the horizontal ribs are cross-arranged to form a support net, and the panel is arranged on the support net; The vertical rods and the horizontal rods are respectively arranged on the template panel structure, and a steel pipe diagonal brace is arranged between the vertical rods and the horizontal rods, and the steel pipe diagonal brace is connected to the vertical rods and the horizontal rods by anchor bolts; The design method comprises the following steps: S1: Simplify the panels, horizontal ribs and vertical ribs in the formwork panel structure into a multi-span continuous beam mechanical model, and solve the bending moment and deflection analytical solution of the formwork panel structure under the lateral load of cast-in-place concrete; S2: The vertical bars, horizontal bars, anchor bolts and steel pipe braces in the formwork support structure are simplified into multi-span continuous beams, multi-point supported elastic beams and two-force bars, respectively, and the analytical solutions of the bending moments and deflections of each component under the load transferred from the panel are obtained; S3: Establish the calculation equations for strength control and displacement control of the single-side formwork support system; S4: With the three goals of minimizing material consumption, consistent safety reserve of rods, and reliable structural stiffness, the optimization equation of the single-sided formwork support system is established, the parameters to be optimized are selected, and a generative adversarial neural network is used for multi-parameter optimization to determine the optimal structural parameter values of the single-sided formwork support system.

2. The structural optimization design method of a unilateral formwork support system according to claim 1, characterized in that: In step S1, the panel is regarded as a multi-span continuous beam supported on vertical ribs, bearing a lateral equivalent uniformly distributed surface load of cast-in-place concrete of q, and the bending moment distribution of the panel per unit width at position x is M1(x), and the maximum displacement is δ1; The vertical ribs are regarded as multi-span continuous beams supported on the horizontal ribs, bearing the uniformly distributed load q2 transmitted from the panel, the bending moment distribution at the x position is M2(x), and the maximum displacement is δ2; The crosswise joist is regarded as a single-span double-cantilever beam bridge supported on the vertical bars, and bears the point load P transmitted by the vertical joist 3n (n = 1, 2, …, N, where N is the number of vertical joists), the bending moment distribution at the x position is M3(x), and the maximum displacement is δ3.

3. The structural optimization design method of a unilateral formwork support system according to claim 2, characterized in that: In the step S2, the vertical rod is regarded as a multi-span continuous beam supported on the horizontal rod and the steel pipe diagonal brace, and bears the point load P transmitted by the crosswise purlin 4m (m = 1, 2, …, M, where M is the number of crosswise purlins), the bending moment distribution of the vertical rod at the x position is M4(x), and the maximum displacement is δ4; The steel pipe diagonal bracing is regarded as a two-force member, which bears the support reaction force transmitted by the vertical bar. The axial force borne by the j-th steel pipe diagonal bracing is P 5j (j = 1, 2, …, W, where W is the number of steel pipe diagonal bracings); The ground anchor bolts are regarded as two-force rods, bearing the horizontal load P5 of the entire single-sided formwork support system, and their cross-section is A5; the horizontal rods are regarded as elastic foundation beams supported on the ground and constrained by anchor bolts, and their force performance is not a control point and is regarded as a necessary structure.

4. The structural optimization design method of a unilateral formwork support system according to claim 3, characterized in that: In the step S3, the total control displacement δ of the unilateral formwork 总 = δ1 + δ2 + δ3 + δ4, and a displacement control equation is established with the specification limit value of the unilateral formwork: δ 总 ≤ [δ] Where [δ] is the standard control value of the single-side template displacement.

5. The structural optimization design method of a unilateral formwork support system according to claim 1, characterized in that: The strength control equation of the panel, vertical ribs, horizontal ribs and vertical rods is: where \(i = 1, 2, 3, 4\) represent the panel, vertical rib, horizontal rib, and vertical rod respectively, is the maximum value of \(M\) i (x), \(K\) is the safety factor, \(y\) i is the maximum distance from the centroid of the edge section of the \(i\)-th member, \(I\) i is the flexural moment of inertia of the \(i\)-th member, \([\sigma\) i is the allowable stress of the \(i\)-th member; the strength control equation for the diagonal brace is \(\sigma\) 5j = \(P\) 5j / \(A\) 5j \(\leq [\sigma\) 5j / \(K\) 5j , \(j = 1, 2, \ldots, W\), \(K\) 4j is the safety factor of the \(j\)-th diagonal brace, \(A\) 5j is the cross-sectional area of the \(j\)-th diagonal brace, \([\sigma\) 5j is the allowable stress of the \(j\)-th diagonal brace.

6. The structural optimization design method of a unilateral formwork support system according to claim 5, characterized in that: In step S4, the optimization equation is established with the three objectives of minimizing material consumption, ensuring consistent safety reserve of rods, and ensuring reliable structural stiffness, and the equation is as follows: Minimum material consumption: {∑V i} min (i = 1, 2, …, i, where i is the number of components); The safety reserves of the members are consistent: {K i ≈K}; Structural stiffness is reliable: δ 总 ≤ [δ]; The material usage amounts of the panel, vertical ribs, horizontal ribs, and vertical rods are V i = ρ i A i l xi (i = 1, 2, 3, 4), where ρ, A, and l x are the density, area, and length of the rod members respectively.

7. The structural optimization design method of a unilateral formwork support system according to claim 6, characterized in that: In step S4, the generative adversarial neural network includes a discriminator; The generative adversarial neural network uses latent variables to generate two sets of data, one set is the generated data of known parameters, and the generated data and the actual known parameter data are used to reduce the network loss through the discriminator, and the other set is the generated data of the parameters to be optimized, and the generated data and the generated data of the known parameters are used to establish a generator loss function through the physical constraint equation. The network loss is minimized by continuously optimizing the discriminator and the generator. The optimized generative adversarial neural network obtains the values of the parameters to be optimized, that is, the design results.

8. The structural optimization design method of a unilateral formwork support system according to claim 7, characterized in that: The physical constraint equation is an optimization equation for a single-sided formwork, with the optimization goals of minimizing material usage, maintaining consistent safety reserves for rods, and ensuring reliable structural stiffness.

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