Ancient building wooden column three-dimensional space swing anti-seismic performance evaluation method, system and device

Abstract

The invention relates to the technical field of historic building wood structure protection and structural engineering, in particular to a method, a system and a device for evaluating the three-dimensional space swing anti-seismic performance of a historic building wood column. According to the method, stress distribution conditions in the horizontal x-axis direction and the horizontal y-axis direction of a to-be-evaluated three-dimensional wooden column foot are decoupled, and then rotational bending moment and rotational rigidity analytical calculation models of the to-be-evaluated three-dimensional wooden column foot rotating around the x-axis direction and the y-axis direction under different compression working conditions are established respectively according to different compression working conditions of the to-be-evaluated three-dimensional wooden column foot in rotation; the rotational bending moment and the rotational rigidity of the three-dimensional space of the wood structure and the wood column of the ancient building are accurately analyzed and calculated, so that the anti-seismic property evaluation precision of the three-dimensional space swing of the wood structure and the wood column of the ancient building is remarkably improved; and scientific and economical technical assistance can be provided for anti-seismic protection engineering of ancient buildings.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of ancient building wood structure protection and structural engineering technology, and particularly relates to a method, system and device for evaluating three-dimensional space rocking seismic performance of an ancient building wood column. BACKGROUND

[0002] As the core carrier of China's historical and cultural heritage, the precise evaluation of the seismic performance of ancient building wood frame is the key to the safety protection of cultural relics. Traditional wood structure buildings (such as Yingxian Wood Pagoda and Wanyong Feiyun Building) have significant spatial geometric characteristics (octagonal, circular plane), and the rocking behavior of their wood columns under horizontal load presents obvious three-dimensional space characteristics. Existing researches mostly analyze the column foot rotation characteristics based on two-dimensional plane models, which cannot accurately describe the multi-plane coupled rocking behavior of wood columns in three-dimensional space (such as the interaction of two-way rotation around the x-axis and y-axis), resulting in the following deficiencies in the seismic evaluation method of complex cross-section (such as octagonal and circular) wood structures:

[0003] 1. The two-dimensional plane model ignores the actual three-dimensional space rocking behavior of the ancient building wood column and the rotation direction characteristics, does not consider the mutual influence of rotation around different orthogonal x-axis and y-axis, does not establish a unified stiffness theory of the full cross-section / partial cross-section compression state of the column foot space rocking behavior around any rotation axis, and it is difficult to accurately simulate the rotation moment and stiffness under the space rocking of the column foot;

[0004] 2. There is a lack of three-dimensional model establishment method considering the space rocking behavior of the ancient building wood column, a lack of multi-directional decoupling and correction method of the space rotation stiffness of the column foot, and the space rocking behavior of the wood column cannot be simulated and calculated in detail, making it difficult to verify the rotation moment and stiffness under the space rocking of the column foot;

[0005] 3. There is a lack of space model considering the synergistic effect of mortise and tenon joints and column feet, which cannot quantify the complex response modes such as translation and torsion of the whole structure, resulting in misjudgment of the seismic performance of complex space structures.

[0006] These factors have led to the difficulty in accurately evaluating the seismic performance of ancient building wood structures under multi-directional seismic coupling. SUMMARY

[0007] In view of the above deficiencies of the prior art, the present application provides a method for evaluating the three-dimensional space rocking seismic performance of an ancient building wood column, to solve the technical problems that the prior art cannot accurately analyze the three-dimensional space rocking behavior of an ancient building wood column and cannot accurately evaluate the seismic performance of an ancient building wood structure.

[0008] In order to solve the above technical problems, the present application adopts the following technical solutions:

[0009] In a first aspect, the present application provides a method for evaluating the three-dimensional space seismic performance of an ancient building wood structure wood column, comprising the following steps:

[0010] S1, obtain structural geometric parameters and load parameters of a three-dimensional wood column to be evaluated in a historic building wood structure;

[0011] S2, substitute the structural geometric parameters and load parameters of the three-dimensional wood column to be evaluated into a stress analysis calculation model of different compression working conditions established, and calculate and determine column foot rotation bending moments and column foot rotation stiffness of the three-dimensional wood column to be evaluated after decoupling under different compression working conditions;

[0012] S3, compare the column foot rotation bending moments and column foot rotation stiffness of the three-dimensional wood column to be evaluated after decoupling under different compression working conditions with three-dimensional wood column rotation bending moment thresholds and rotation stiffness thresholds required by seismic resistance respectively, judge whether the seismic resistance requirements are met, and obtain a spatial seismic performance evaluation result of the three-dimensional wood column.

[0013] In the three-dimensional spatial seismic performance evaluation method of the wood column of the historic building wood structure, as an optional solution, the stress analysis spatial rocking model of the different compression working conditions is established by the following way: first, the vertical load at the top of the three-dimensional wood column to be evaluated and the load sizes in the horizontal x and y directions are determined, the stress distribution of the column foot of the three-dimensional wood column to be evaluated in the horizontal x and y directions is decoupled, and then the rotation bending moment and rotation stiffness analytical calculation models of the column foot under rotation in the x and y directions under different compression working conditions are established respectively, and a wood column three-dimensional spatial rocking calculation model under different spatial stress and different compression working conditions is obtained.

[0014] In the three-dimensional spatial seismic performance evaluation method of the wood column of the historic building wood structure, as an optional solution, in step S1, the structural geometric parameters and load parameters of the three-dimensional rocking wood column to be evaluated include: the elastic modulus E of the wood column material L ; the height H of the wood column c ; the column foot cross section circular radius r of the wood column; the vertical load N c ; the angle θ of the wood column rotating around the rotation axis under the combined action of the vertical load and the horizontal force and the maximum vertical deformation h max and the minimum vertical deformation h min of the column foot edge after rotation.

[0015] In the three-dimensional spatial seismic performance evaluation method of the wood column of the historic building wood structure, as an optional solution, in step S2, the compression working conditions include a full cross section compression working condition of the column foot of the wood column after rotation under the action of the horizontal force; under this compression working condition, the column foot rotation bending moments of the wood column around the x and y axes are calculated and determined by the following way:

[0016]

[0017] wherein, Mx_1 , M y_1 respectively represent the column foot rotation bending moment of the wood column around the x axis and the column foot rotation bending moment of the wood column around the y axis under the column foot full-section compression working condition; θ x , θ y respectively represent the rotation angle component of the wood column around the x axis and the rotation angle component of the wood column around the y axis;

[0018] Under the column foot full-section compression working condition, the column foot rotation stiffness of the wood column around the x and y axes is determined by the following manner:

[0019]

[0020] wherein, respectively represent the column foot rotation stiffness of the wood column around the x axis and the column foot rotation stiffness of the wood column around the y axis under the column foot full-section compression working condition.

[0021] In the three-dimensional space seismic performance evaluation method of the wood column of the ancient building wood structure, as an optimal solution, the determination manner of the wood column in the column foot full-section compression working condition is that if the following conditions are met, it is determined that the wood column is in the column foot full-section compression working condition:

[0022]

[0023] In the three-dimensional space seismic performance evaluation method of the wood column of the ancient building wood structure, as an optimal solution, in step S2, the compression working condition includes a column foot local-section compression working condition after the wood column is rotated under the action of a horizontal force; under this compression working condition, the column foot rotation bending moment of the wood column around the x and y axes is determined by the following manner:

[0024]

[0025] wherein, M x_2 , M y_2 respectively represent the column foot rotation bending moment of the wood column around the x axis and the column foot rotation bending moment of the wood column around the y axis under the column foot local-section compression working condition; θ x , θ y respectively represent the rotation angle component of the wood column around the x axis and the rotation angle component of the wood column around the y axis; the parameter β is obtained by the solution of the following equation:

[0026]

[0027] Under the column foot local-section compression working condition, the column foot rotation stiffness of the wood column around the x and y axes is determined by the following manner:

[0028]

[0029] wherein, respectively represent the column foot rotation stiffness of the wood column around the x-axis and the column foot rotation stiffness of the wood column around the y-axis under the column foot local section compression working condition; All are abbreviations, and are determined by calculation as follows:

[0030]

[0031] wherein, represents the rotation angle component θ x the derivative of the rotation angle component θ y , represents the rotation angle component θ y the derivative of the rotation angle component θ x .

[0032] In the above method for evaluating the seismic performance of a three-dimensional space rocking wood column of a historic building wood structure, as an optimal solution, the determination of whether the wood column is in a column foot local section compression working condition is as follows: if the following conditions are met, it is determined that the wood column is in a column foot local section compression working condition:

[0033]

[0034] In the above method for evaluating the seismic performance of a three-dimensional space rocking wood column of a historic building wood structure, as an optimal solution, in step S3, the specific method for judging whether the seismic requirement is met is as follows: if the column foot rotation bending moment of the three-dimensional wood column to be evaluated under any working condition exceeds the wood column rotation bending moment threshold value required by the seismic requirement, or the column foot rotation stiffness under any working condition exceeds the rotation stiffness threshold value required by the seismic requirement, it is determined that the wood column to be evaluated does not meet the seismic performance; otherwise, it is determined that the wood column to be evaluated meets the seismic performance.

[0035] In a second aspect, the present application further provides a system for evaluating the seismic performance of a three-dimensional space wood column of a historic building wood structure, comprising:

[0036] The acquisition module is configured to acquire the structural geometric parameters and the load parameters of the three-dimensional wood column to be evaluated in the historic building wood structure.

[0037] The calculation module is configured to substitute the structural geometric parameters and the load parameters of the three-dimensional wood column to be evaluated into the established stress analysis calculation model of different compression working conditions, and calculate and determine the column foot rotation bending moment and the column foot rotation stiffness of the three-dimensional wood column to be evaluated around the x-axis and the y-axis after decoupling under different compression working conditions.

[0038] The evaluation module is configured to compare the column foot rotation bending moment and the column foot rotation stiffness of the three-dimensional wood column to be evaluated around the x-axis and the y-axis after decoupling under different compression working conditions with the three-dimensional wood column rotation bending moment threshold value and the rotation stiffness threshold value required by the seismic requirement respectively, judge whether the seismic requirement is met, and obtain the spatial seismic performance evaluation result of the three-dimensional wood column.

[0039] In a third aspect, the present application also provides a device for evaluating the three-dimensional spatial seismic performance of a wooden column of a traditional building wooden structure, characterized in that the device comprises a processor and a storage medium; the storage medium is used for storing a computer program; the processor is connected to the storage medium and used for executing the computer program stored in the storage medium, so that the device for evaluating the seismic performance of the wooden column of the traditional building wooden structure executes the method for evaluating the three-dimensional spatial seismic performance of the wooden column of the traditional building wooden structure.

[0040] Compared with the prior art, the present application has the following beneficial effects:

[0041] 1. The present application accurately depicts the three-dimensional spatial mechanical properties of the wooden column in the traditional building wooden structure, first establishes a two-way rotation coupling model of the wooden column around the x-axis and the y-axis, solves the defect of the traditional two-dimensional model that can only analyze the rotation of the wooden column in a single plane, and can truly reflect the spatial stress state of the wooden column in a complex plane (such as an octagonal plane or a circular plane) of the traditional building, so as to accurately analyze and calculate the rotation moment and the rotation stiffness of the wooden column in the three-dimensional space of the traditional building wooden structure, and further significantly improve the accuracy of the seismic performance evaluation of the three-dimensional spatial rocking of the wooden column of the traditional building wooden structure.

[0042] 2. The present application has multi-scene applicability, can simultaneously evaluate the performance of the spatial wooden column and the wooden frame under the translation and torsion working conditions through the diagonal loading mode, realize integrated analysis of the translation and torsion behaviors, and is suitable for the traditional buildings (such as the circular wooden frame of the Hall for Praying for Rain, the Wooden Tower in Yingxian County, etc.) having complex spatial frames such as palaces and pavilions.

[0043] 3. The present application combines wood mechanics, computational mechanics and cultural relic protection requirements, forms an innovative technology crossing multiple disciplines, quantifies the influence of the spatial rotation behavior of the column foot on the overall structure of the wooden column of the traditional building wooden structure through the model, provides data support for the reinforcement of the traditional building wooden structure, avoids the blindness of the traditional empirical reinforcement method, simultaneously fills the technical gap in the field of digital protection of the traditional building, can provide technical assistance with scientificity and economy for the seismic protection engineering of the traditional building, has strong engineering practicability. BRIEF DESCRIPTION OF DRAWINGS

[0044] The accompanying drawings, which form a part of this application, are included to provide a further understanding of the application and are incorporated in and constitute a part of this application. It is being understood that these drawings are for illustration only and that they are not necessarily drawn to scale. The application will now be described, by way of example, with reference to the accompanying drawings, in which:

[0045] Figure 1 A flowchart of the method for evaluating the three-dimensional spatial seismic performance of the wooden column of the traditional building wooden structure of the present application;

[0046] Figure 2 Fig. 3 is a schematic diagram of the force state of a three-dimensional rocking column and the geometric relationship in the spatial coordinate system;

[0047] Figure 3 Fig. 4 is a schematic diagram of the full-section compression of the column foot of a three-dimensional spatial rocking wood column;

[0048] Figure 4 Fig. 5 is a schematic diagram of the local-section compression of the column foot of a three-dimensional spatial rocking wood column;

[0049] Figure 5 Fig. 6 is an example diagram of a three-dimensional spatial rocking wood column model in Example 1;

[0050] Figure 6 Fig. 7 is a diagram of the relationship between the combined rotation bending moment of the column foot of a three-dimensional spatial rocking wood column and the rotation angle around the x and y axes in Example 1;

[0051] Figure 7 Fig. 8 is a diagram of the relationship between the rotation bending moments M x 、M y around the x and y axes of the column foot of a three-dimensional spatial rocking wood column in Example 1;

[0052] Figure 8 Fig. 9 is a comparison diagram of the horizontal bearing component forces of a spatial rocking wood column under different x and y axis loading displacement ratios in Example 1;

[0053] Figure 9 Fig. 10 is a diagram of the column top horizontal bearing force-displacement of a three-dimensional spatial rocking wood column in Example 1;

[0054] Figure 10 Fig. 11 is an example diagram of a hexagonal frame spatial model in Example 2;

[0055] Figure 11 Fig. 12 is a diagram of the horizontal force-displacement curve of a hexagonal spatial wood frame along the diagonal direction of the frame in Example 2;

[0056] Figure 12 Fig. 13 is a diagram of the torque-rotation angle curve of a hexagonal spatial wood frame in Example 2. DETAILED DESCRIPTION

[0057] In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the following will be combined with the accompanying drawings of the embodiments of the present application to make a clear and complete description of the technical solutions in the embodiments of the present application. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. The components of the embodiments of the present application described and shown in the accompanying drawings can be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the present application provided in the accompanying drawings is not intended to limit the scope of the claimed present application, but only represents selected embodiments of the present application. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative labor fall within the scope of protection of the present application.

[0058] The following will be combined with the accompanying drawings of the embodiments of the present application to make a clear and complete description of the technical solutions in the embodiments of the present application. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative labor fall within the scope of protection of the present application.

[0059] In view of the problems in the prior art, in a first aspect, the present application provides a method for evaluating the three-dimensional spatial seismic performance of a wooden column of a historic building wooden structure, to effectively and accurately evaluate the spatial seismic performance of a three-dimensional wooden column of a historic building; as shown in the figure, the method specifically comprises the following steps: Figure 1

[0060] S1, obtaining the structure geometric parameters and load parameters of a three-dimensional wooden column to be evaluated in a historic building wooden structure;

[0061] S2, substituting the structure geometric parameters and load parameters of the three-dimensional wooden column to be evaluated into the established stress analysis calculation model of different compression conditions, to calculate and determine the column foot rotation moment and column foot rotation stiffness of the three-dimensional wooden column to be evaluated after decoupling under different compression conditions;

[0062] S3, comparing the column foot rotation moment and column foot rotation stiffness of the three-dimensional wooden column to be evaluated after decoupling under different compression conditions with the three-dimensional wooden column rotation moment threshold and rotation stiffness threshold of the seismic requirement respectively, to judge whether the seismic requirement is met, and obtain the spatial seismic performance evaluation result of the three-dimensional wooden column.

[0063] ​The most important thing in the scheme of the present application is the construction of the stress analysis calculation model of the three-dimensional wooden column in different compression working conditions in space rocking, so as to ensure accurate analysis of the three-dimensional space mechanical behavior of the ancient building wooden column, and further ensure effective and accurate evaluation of the space seismic performance of the three-dimensional wooden column of the ancient building. Therefore, the present application breaks through the plane rotation assumption of the existing two-dimensional column foot model, and proposes an analysis method considering the stress distribution of the vertical load at the top of the wooden column and the horizontal x and y axis directions in three-dimensional space rocking, and divides the stress analysis calculation model of the three-dimensional column foot rotation moment, rotation stiffness and multi-state criterion in different working conditions.

[0064] The stress analysis calculation model of different compression working conditions in the method of the present application is established by the following way:

[0065] Firstly, the vertical load at the top of the three-dimensional wooden column to be evaluated and the load size in the horizontal x and y axis directions are determined, the stress distribution of the horizontal x and y axis directions of the column foot of the three-dimensional wooden column to be evaluated is decoupled, and then the rotation moment and rotation stiffness analytical calculation models of the column foot in different compression working conditions are established respectively, so as to obtain the three-dimensional space rocking calculation model of the wooden column in different space stresses and different compression working conditions.

[0066] Next, the construction process of the stress analysis calculation model of the three-dimensional space rocking wooden column in different compression working conditions in the method of the present application is specifically described in combination with the stress analysis and derivation process, which specifically includes the following key steps and contents:

[0067] 1. Establishing the space wooden column model and stress analysis:

[0068] In the initial stress analysis of the present application, it is assumed that the wooden column is homogeneous and continuous, the influence of wood cracking, knots and other defects on the mechanical properties is ignored, and the change of the column bottom section size caused by column rotation is also ignored. Based on this idea, the stress state of the wooden column is analyzed, Figure 2 a column stress state schematic diagram of the wooden column under the vertical load at the top and the horizontal force is shown, Figure 2 (a) is a stress state schematic diagram of the wooden column in the space coordinate system, Figure 2 (b) is a geometric relationship of the total amount and the component in the space coordinate system.

[0069] In this stress analysis process, some structural geometric parameters and load parameters of the three-dimensional wooden column need to be obtained, including: the elastic modulus E of the wooden column material L ; the height H of the wooden column c ; the radius length r of the column foot section of the wooden column; the length L of the column foot section contact area with the foundation stone surface of the wooden column θ If the column foot section of the side foot wooden column is in full contact with the foundation stone surface, then L θ=2r, if the column base section of the wooden column only partially contacts the foundation stone surface, then the actual length of the partially contacted area needs to be measured as L. θ .also, Figure 2 In the stress state shown, the vertical load on the top of the column is written as N. c .

[0070] 2. Analysis of the rotational bending moment and stiffness of the full and partial sections of the column base under compression during three-dimensional rotation of the wooden column:

[0071] In the force analysis stage under the action of horizontal force at the column top, based on the force equilibrium relationship of the wooden column and the geometric deformation of the column base, the three-dimensional swaying and lifting behavior of the column base, as well as the rotational bending moment and rotational stiffness of the column base, are analyzed. For the three-dimensional swaying wooden column under the action of horizontal force, different compression conditions of the column base with full and partial cross-section compression are addressed. The stress distribution expressions of the column base cross-section under full and partial compression conditions are derived, as well as the integral calculation formulas for the vertical load and rotational bending moment components. Then, the corresponding rotational stiffness components are analyzed.

[0072] In this stress analysis, the structural geometric parameters and load parameters of the three-dimensional wooden column that need to be obtained include: the elastic modulus E of the wooden column material. L The height of the wooden pillar, H c The radius r of the circular section at the base of the wooden column; the vertical load N on the wooden column. c In addition, it also includes the angle θ that causes the wooden column to rotate around the rotation axis under the combined action of vertical load and horizontal force, and the maximum vertical deformation h at the edge of the column base after rotation. max and minimum vertical deformation h min Based on the obtained parameters, and combined with the analytical relationship between the vertical load and the stress distribution at the column base obtained in the previous stage, the stress distribution of the column base section under different compression conditions is analyzed. Then, analytical calculation models of the column base rotational moment and rotational stiffness components in each plane under different compression conditions are established, resulting in force analysis calculation models for different compression conditions. The following sections list and explain the different conditions.

[0073] 2.1. Three-dimensional swaying wooden column base under full-section compression

[0074] When the column base rotates at a small angle, the compressive stress is linearly distributed along the cross-section. Based on the principles of elasticity, the geometric relationship between the total amount and the planar components in the decomposed spatial coordinate system is determined. Figure 2 (b) , and derive the formulas for the rotational bending moment of the column base about the x-axis and y-axis respectively. For the full-section compression condition of the three-dimensional swaying wooden column base, the compressive stress distribution is as follows: Figure 3 As shown, the maximum and minimum stresses σ at the column base edge are... max σ ,in The calculation can be performed as follows:

[0075]

[0076] Among them, E L It is the elastic modulus of the wooden column material, N c It is the height of the wooden pillar; h max h min These represent the maximum and minimum vertical deformations at the edge of the column base after the wooden column sways in space.

[0077] Based on geometric relationships and stress distribution characteristics, the column rotation angle θ is calculated based on the deformation of the column base edge and determined by the following formula:

[0078]

[0079] Where r is the radius of the circular cross-section of the wooden column. The angle between the direction of rotation and the x-axis is denoted as... The compressive stress distribution function at any point (x, y) at the column base is:

[0080]

[0081] The vertical load N at the column base section c and the column base rotational bending moment M about the x and y axes x_1 M y_1 The following integration can be used to calculate:

[0082]

[0083] The vertical load N at the column base section was calculated. c and the column base rotational bending moment M about the x and y axes x_1 M y_1 This can be expressed as:

[0084]

[0085] Where θ is the angle of rotation about the axis of rotation caused by the combined action of vertical load and horizontal force. Let θ be the angle between the direction of rotation and the positive x-axis. Based on the geometric relationship of the cylinder in the spatial coordinate system, θ... With the angular components θ about the x and y axes x and θ y They have the following relationships:

[0086]

[0087] tan 2 (θ)=tan 2 (θ x )+tan 2 (θ y );

[0088] therefore, with the rotation component θ x and θ y have the following relationship:

[0089]

[0090] Therefore, the column foot rotation bending moments of the three-dimensional space rocking timber column around the x and y axes under the full cross-section compression condition are determined by the following way:

[0091]

[0092] Finally, the column foot rotation stiffness of the timber column around the x and y axes under the full cross-section compression condition is determined by the following way:

[0093]

[0094] wherein, respectively represent the column foot rotation stiffness of the timber column around the x axis and the column foot rotation stiffness of the timber column around the y axis under the full cross-section compression condition.

[0095] The determination method of the timber column under the full cross-section compression condition is that if the following conditions are met, it is determined that the timber column is under the full cross-section compression condition:

[0096]

[0097] 2.2. Column foot partial cross-section compression of three-dimensional space rocking timber column

[0098] When the rotation angle is large, the column foot is partially compressed. In order to obtain the column foot rotation bending moments M x_2 and M y_2 around the x and y axes, according to the coordinates of the boundary points A and B on the y axis, the integral region of the column foot compression stress can be divided into three cases as shown in (a), (b) and (c). The moments around the x and y axes can be obtained from the column foot rotation bending moments by using the same method as the above process, and the combined compression force and the column foot rotation bending moments are represented as: Figure 4

[0099]

[0100] wherein, the parameter β is obtained by the solution of the following equation:

[0101]

[0102] Under the column foot partial cross-section compression condition, the column foot rotation bending moments M x_2 and M y_2 around the x and y axes are determined by the following way:

[0103] ​

[0104] Finally, the column foot local section under compression, around the x, y axis of the column foot rotation stiffness is calculated by the following way to determine:

[0105]

[0106] wherein, wherein, respectively represent the column foot rotation stiffness of the wood column around the x axis and the column foot rotation stiffness of the wood column around the y axis under the column foot local section compression; are all abbreviations, and are calculated and determined by the following way:

[0107]

[0108] wherein, represents the rotation angle component θ x The derivative of the rotation angle component θ y , is represented by The derivative of the rotation angle component θ y , is represented by x The derivative of the rotation angle component θ

[0109] The determination method of the wood column in the column foot local section compression is that if the following conditions are met, it is determined that the wood column is in the column foot local section compression:

[0110]

[0111] Thus, the analytical calculation model of the column foot rotation bending moment and the column foot rotation stiffness around the x, y axis of the three-dimensional space rocking wood column under different compression conditions is established, and then by means of the stress analysis calculation model, the column foot rotation bending moment and the column foot rotation stiffness of the three-dimensional wood column to be evaluated under different compression conditions can be calculated and determined, and are compared with the threshold values of the three-dimensional space rocking wood column rotation bending moment and rotation stiffness respectively, to determine whether the seismic requirements are met, and the seismic performance evaluation results of the three-dimensional space rocking wood column are obtained.

[0112] The specific way to determine whether the seismic requirements are met is that if the column foot rotation bending moment of the three-dimensional wood column to be evaluated under any condition exceeds the threshold value of the wood column rotation bending moment required by the seismic requirements, or the column foot rotation stiffness under any condition exceeds the threshold value of the rotation stiffness required by the seismic requirements, it is determined that the wood column to be evaluated does not meet the seismic performance; otherwise, it is determined that the wood column to be evaluated meets the seismic performance.

[0113] It can be seen that the scheme of the application accurately describes the three-dimensional space mechanical properties of the wooden column in the ancient building wooden structure, a two-way rotation coupling model of the wooden column around the x-axis and the y-axis is established for the first time, the two-way column foot rotation bending moment and stiffness formula are decoupled by analyzing the geometric relationship of the wooden column in the three-dimensional space coordinate system, the defects that the traditional two-dimensional model can only analyze the rotation of the wooden column in a single plane are solved, and the space stress state of the wooden column in the complex plane (such as octagonal and circular) of the ancient building can be truly reflected; on this basis, the scheme of the application combines with the seismic performance analysis, so that the scheme of the application can more effectively and accurately evaluate the space seismic performance of the wooden column of the ancient building, and the evaluation and calculation process is simple and efficient, can provide technical assistance with scientificity and economy for the seismic protection engineering of the ancient building, and has strong engineering practicability.

[0114] In a second aspect, the application further provides an ancient building wooden structure wooden column three-dimensional space seismic performance evaluation system, comprising:

[0115] The acquisition module is configured to acquire the structural geometric parameters and the load parameters of the three-dimensional wooden column to be evaluated in the ancient building wooden structure.

[0116] The calculation module is configured to substitute the structural geometric parameters and the load parameters of the three-dimensional wooden column to be evaluated into the established stress analysis calculation model of different compression conditions, and calculate and determine the column foot rotation bending moment and the column foot rotation stiffness of the three-dimensional wooden column to be evaluated after decoupling under different compression conditions.

[0117] The evaluation module is configured to compare the column foot rotation bending moment and the column foot rotation stiffness of the three-dimensional wooden column to be evaluated after decoupling under different compression conditions with the three-dimensional wooden column rotation bending moment threshold and the three-dimensional wooden column rotation stiffness threshold of the seismic requirement respectively, judge whether the seismic requirement is met, and obtain the space seismic performance evaluation result of the three-dimensional wooden column.

[0118] The ancient building wooden structure three-dimensional space rocking wooden column seismic performance evaluation system is designed to execute the ancient building wooden structure side foot wooden column seismic performance evaluation method provided by the application, and has the corresponding technical advantages of the method of the application.

[0119] In a third aspect, the application further provides an ancient building wooden structure wooden column three-dimensional space seismic performance evaluation device, characterized by comprising a processor and a storage medium; the storage medium is configured to store a computer program; the processor is connected with the storage medium, and is configured to execute the computer program stored in the storage medium, so that the ancient building wooden structure side foot wooden column seismic performance evaluation device executes the ancient building wooden structure wooden column three-dimensional space seismic performance evaluation method provided by the application.

[0120] The storage medium can be any combination of one or more computer-readable media. The computer-readable medium can be a computer-readable signal medium or a computer-readable storage medium. The computer-readable storage medium can include: an electrical connection having one or more wires, a portable computer disk, a hard disk, a random access memory, a read-only memory, an erasable programmable read-only memory, an optical fiber, a portable compact disk read-only memory, an optical storage device, a magnetic storage device, or any suitable combination thereof. In this invention, the computer-readable storage medium can be any tangible medium containing or storing a program that can be used by or in conjunction with an instruction execution system, apparatus, or device.

[0121] The code for a computer program that performs the operations of this invention can be written in one or more programming languages ​​or a combination thereof. Programming languages ​​include object-oriented programming languages ​​such as MATLAB, Java, Smalltalk, and C++, as well as conventional procedural programming languages ​​such as C or similar languages. The program code can be executed entirely on the user's computer, partially on the user's computer, as a standalone software package, partially on the user's computer and partially on a remote computer, or entirely on a remote computer or server. In cases involving a remote computer, the remote computer can be connected to the user's computer via any type of network, including a local area network (LAN) or a wide area network (WAN), or it can be connected to an external computer.

[0122] Example 1:

[0123] To verify the technical feasibility of the present invention, the present invention will be further analyzed and explained below in conjunction with Embodiment 1 and experimental data.

[0124] To demonstrate the spatial performance of a circular cross-section wooden column structure that oscillates in three-dimensional space, this embodiment first uses the finite element modeling software Abaqus to establish a numerical simulation model of a three-dimensional oscillating wooden column on a foundation stone and a finite element numerical simulation model of a side-footed inclined wooden column. Figure 5 A three-dimensional spring-beam element model of a spatially swaying wooden column is shown. Figure 5 (a) and finite element numerical model ( Figure 5 (b)). The wooden column model was established using the same mechanical parameters, with a diameter of 540 mm and a vertical height of 2760 mm. Under the same vertical load, a three-dimensional spatial horizontal force loading analysis was performed on the swaying wooden column model.

[0125] The relationship between the combined rotational moment of the column base and the rotation angle about the x and y axes is as follows: Figure 6As shown, the rotation angles around the x and y axes are both -0.005 rad to 0.005 rad. The resultant rotational bending moment of the column base increases rapidly when the rotation angle is small, but its value does not change significantly when the rotation angle is large. Since the column cross-section is circular, the resultant rotational bending moment of the 3D column base model around any rotation axis is equal when the resultant rotation angle is the same, and when the resultant rotation angle is equal to the rotation angle of the in-plane model, this value is the same as the rotational bending moment of the column base plane model.

[0126] The rotational bending moment M of the base of the three-dimensional swaying wooden column about the x-axis and y-axis. x M y like Figure 7 As shown in (a) and (b), the bending moment M about the x-axis x Not only with the rotation angle θ around the x-axis x It is also related to the rotation angle θ around the y-axis. y Regarding M, when both angles change simultaneously x The rate of increase decreases ( Figure 7 (a)). When the column base rotates only about the y-axis, the bending moment M about the x-axis x Keep it zero; when the rotation angle θ about the x-axis is zero. x The bending moment M about the x-axis while keeping it non-zero constant x With the rotation angle θ around the y-axis y The increase and decrease ( Figure 7 (a)). Figure 7 A similar pattern can be found in (b).

[0127] When the load displacement ratios along the x-axis and y-axis are different, the magnitudes of the horizontal bearing capacity components along the x-axis and y-axis are different. For example, the force-displacement curves along the x-axis and y-axis when the load displacement ratios are 1:1 and 1:2 are as follows: Figure 8 As shown in (a) and (b). When the displacement ratio of the x-axis and y-axis is 1:1 ( Figure 8 (a)) The horizontal load components are the same in both directions, and the curve trend of the proposed model is similar to that of the numerical model. When the load displacement ratio of the x-axis and y-axis is 1:2 ( Figure 8 (b) The component forces along the two directions differ significantly. When the loading displacement is small, the component force along the y-axis is approximately twice that along the x-axis; when the loading displacement is large, the component force along the y-axis is more than twice that along the x-axis. Furthermore, the component forces along both directions are consistent with the corresponding results of the numerical model. Additionally, since the additional rotational bending moment caused by the vertical load is the same in both directions, the rate of decrease of the horizontal bearing force component along both directions is the same. Figure 8 (a) and (b)), this phenomenon caused by vertical load and significant deformation is also known as the P-Δ effect.

[0128] The resultant force-displacement relationship of the horizontal bearing capacity at the top of a three-dimensional swaying wooden column is as follows: Figure 9The curve is shown as "umbrella-shaped". The resultant force value increases rapidly from zero to a maximum value of about 600 kN with the horizontal displacement loading, and then decreases along any loading direction, and the decreasing rate is related to the vertical load applied at the top of the column.

[0129] These analyses show that the column base rotation bending moment of the three-dimensional space rocking wood column around the x-axis is not only related to the rotation angle around the x-axis, but also related to the rotation angle around the y-axis. At the same time, the horizontal bearing component at the top of the single column with different x-axis and y-axis displacement ratios is different. The horizontal bearing performance of the three-dimensional space rocking wood column is obviously different from that of the two-dimensional plane rocking wood column. For the wood column with obvious space bearing characteristics, a stress analysis calculation model corresponding to different working conditions needs to be established to participate in stress analysis and seismic performance evaluation, so that the three-dimensional space horizontal seismic performance analysis result of the wood column can be obtained more accurately.

[0130] Example two:

[0131] To verify the technical feasibility of the scheme of the application, the application is further analyzed and explained below in combination with example two and experimental data.

[0132] Referring to the structure of the Yingxian Wood Tower, a partial wood frame three-dimensional model is made. Due to the limitation of the test site, the octagonal inner groove structure model is modified into a hexagonal frame model Figure 10 (a)). In order to show the application process of the column space model in the wood structure, a hexagonal space spring-beam element model composed of space spring elements and beam elements is established Figure 10 (b)). The model scale is 1:4, the beam length is 1350mm, the column height is 820mm, the radius is 75mm, and the dougong height is 472mm. The mass and additional mass of the dougong layer are about 224.57kg and 1863.3kg respectively.

[0133] The stiffness matrix of the three-dimensional space beam element is calculated as follows:

[0134]

[0135] Wherein, L and A are the length and cross-sectional area of the column beam element, I z and I y are the second moments of area, J is the polar moment of inertia, E and G are the elastic modulus and shear modulus. Considering the geometric large deformation of the column, the geometric stiffness of the three-dimensional space beam element should be added to the element stiffness. Therefore, the column base rotation bending moments M x and M y around the x and y axes should be reduced by the additional moment N c H c sinθ, and the corresponding rotation stiffness should be updated as:

[0136]

[0137] Further, the stiffness matrix of the three-dimensional column foot spring unit in the local coordinate system is calculated as follows:

[0138]

[0139] wherein diag([k1 k2 k3 k4 kx ky]) represents a diagonal matrix, the virtual spring unit does not consider axial, shear and torsional behavior, and therefore in the numerical calculation process, the stiffness parameters k1, k2, k3 and k4 are set to a large value to control the axial, shear and torsional deformation.

[0140] The main deformation of the stone-based support column occurs at the column foot, and the main deformation of the column top occurs at the beam (corbel) above the column top. Since a three-dimensional model of the mortise and tenon connection has not been proposed, only the mechanical properties of the wooden column are considered here. In addition to the column foot and the column top, other nodes are considered as rigid connections.

[0141] Based on the column frame layer hexagonal space model, the translation and torsion performance of the wooden frame are studied. By applying a horizontal force along the diagonal direction of the space frame model, a translation deformation is generated. By applying horizontal forces of equal size and opposite direction at both ends of the diagonal direction of the space frame model, a torsional behavior is generated. The horizontal force-displacement curve of the space wooden frame along the diagonal direction of the frame is shown in Figure 11 (a). Due to the lack of consideration of the bending moment of the mortise and tenon connection, the curve first increases and then decreases, so the basic trend of the curve is similar to that of the single column. The corresponding deformation is shown in Figure 11 (b). It can be seen that the translation rocking behavior of the column frame model, and the maximum displacement of the column frame layer accounts for 98% of the displacement of the entire structure, so the deformation of the corbel can be ignored. The torque-angle curve of the space wooden frame is shown in Figure 12 (a). The curve also shows the characteristics of first increasing and then decreasing. Although the center position of the structure does not change, the wooden column also has a lifting behavior during the torsion of the structure. The torsional rocking behavior of the frame model column and the corresponding deformation are shown in Figure 12 (b).

[0142] These analyses show that the application of the column foot space model in the space wooden structure illustrates that the scheme proposed by the application scheme can be applied to the model of the space wooden frame, and can prove the accuracy and applicability of the model in simulating the translation and torsional rocking behavior of the wooden structure.

[0143] The scheme of the application accurately describes the three-dimensional space mechanical properties of the wooden column in the ancient building wooden structure, first establishes a two-way rotation coupling model of the wooden column around the x-axis and y-axis, solves the defects of the traditional two-dimensional model that can only analyze the single plane rotating wooden column, and can truly reflect the space stress state of the wooden column in the complex plane (such as octagonal, circular) of the ancient building; an efficient calculation model for the three-dimensional wooden column is proposed, which takes into account the accuracy and efficiency, through the collaborative modeling of beam-spring elements, the three-dimensional beam element is used to simulate the bending deformation of the wooden column, and the virtual spring element is used to focus on the space swing and rotation behavior (mass and length are zero) of the three-dimensional wooden column column foot, compared with the full solid modeling, the calculation efficiency is improved by more than 60%, and the geometric stiffness correction is used to consider the large deformation effect, which meets the real-time demand of engineering seismic analysis; it has multi-scene applicability, through the diagonal loading mode, the performance of the wooden column under the translation (interlayer displacement) and torsion (column foot lifting) working condition is evaluated, the integrated analysis of the translation and torsion behavior is realized, and it is suitable for the ancient buildings (such as the circular wooden frame of the Hall of Prayer for Good Harvest, the Wooden Pagoda of Yingxian County, etc.) with complex space frame such as palaces and pavilions.

[0144] The application combines wood mechanics, computational mechanics and cultural relic protection requirements, forms a multi-disciplinary innovative technology, quantifies the influence of the space rotation behavior of the column foot on the overall structure through the model, provides data support for the reinforcement of the ancient building wooden structure, avoids the blindness of the traditional experience-based reinforcement, fills the technical gap in the field of digital protection of ancient buildings, can provide scientific and economic technical assistance for the seismic protection engineering of ancient buildings, and has strong engineering practicability.

[0145] Finally, it should be noted that the above examples are only used to illustrate the technical solutions of the application and not to limit the technical solutions, and those of ordinary skill in the art should understand that the technical solutions of the application are modified or replaced, without departing from the purpose and scope of the technical solutions, which should be covered in the scope of the claims of the application.

Claims

1. A method for evaluating the three-dimensional spatial seismic performance of a wooden column of a wooden structure of an ancient building, characterized in that, The method comprises the following steps: S1, obtaining the structure geometric parameters and load parameters of a three-dimensional wood column to be evaluated in a wood structure of an ancient building; S2, substituting the structure geometric parameters and load parameters of the three-dimensional wood column to be evaluated into a stress analysis calculation model of different compression conditions established, and calculating and determining the column foot rotation bending moment and column foot rotation stiffness of the three-dimensional wood column to be evaluated after decoupling under different compression conditions; S3, comparing the column foot rotation bending moment and column foot rotation stiffness of the three-dimensional wood column to be evaluated after decoupling under different compression conditions with the three-dimensional wood column rotation bending moment threshold and rotation stiffness threshold required by the anti-seismic requirement respectively, judging whether the anti-seismic requirement is met, and obtaining the space anti-seismic performance evaluation result of the three-dimensional wood column.

2. The method according to claim 1, wherein, The stress analysis space rocking model of the different compression conditions is established by the following method: First, the vertical load at the top of the three-dimensional wood column to be evaluated and the load sizes in the horizontal x and y directions are determined, the stress distribution of the column foot of the three-dimensional wood column to be evaluated in the horizontal x and y directions is decoupled, and then the rotation bending moment and rotation stiffness analytical calculation models of the column foot under the rotation in the x and y directions under different compression conditions are established respectively, and the wood column three-dimensional space rocking calculation model under different space stresses and different compression conditions is obtained.

3. The method according to claim 2, wherein, The structural geometric parameters and load parameters of the three-dimensional rocking wood column to be evaluated obtained in the step S1 include: the elastic modulus E of the wood column material L ; the height H of the wood column c ; the circular radius r of the column base section of the wood column; the vertical load N borne by the wood column c ; the angle θ of the wood column rotating around the rotation axis under the combined action of the vertical load and the horizontal force and the maximum vertical deformation h of the column base edge after the rotation and the minimum vertical deformation h max . min .

4. The method according to claim 3, wherein, In step S2, the compression condition includes a full-section compression condition of the column foot after the wood column is rotated under the action of the horizontal force; under this compression condition, the column foot rotation bending moment of the wood column around the x and y axes is calculated and determined by the following method: wherein M x_1 , M y_1 respectively represent the column foot rotation bending moment of the wood column around the x axis and the column foot rotation bending moment of the wood column around the y axis under the full cross-section compression working condition of the column foot; θ x , θ y respectively represent the rotation angle component of the wood column around the x axis and the rotation angle component of the wood column around the y axis. Under the full-section compression condition of the column foot, the column foot rotation stiffness of the wood column around the x and y axes is calculated and determined by the following method: wherein, respectively represent the column base rotational stiffness of the wood column around the x-axis and the column base rotational stiffness of the wood column around the y-axis under the full cross-section compression working condition of the column base.

5. The method according to claim 4, wherein, The determination method of the wood column in the full-section compression condition of the column foot is that if the following conditions are met, it is determined that the wood column is in the full-section compression condition of the column foot:

6. The method of claim 3, wherein the method is characterized by: In step S2, the compression condition includes a partial-section compression condition of the column foot after the wood column is rotated under the action of the horizontal force; under this compression condition, the column foot rotation bending moment of the wood column around the x and y axes is calculated and determined by the following method: where M x_2 , M y_2 respectively represent the column foot rotation bending moment of the wood column around the x-axis and the column foot rotation bending moment of the wood column around the y-axis under the column foot local section compression working condition; θ x , θ y respectively represent the rotation angle component of the wood column around the x-axis and the rotation angle component of the wood column around the y-axis; the parameter β is obtained by the solution of the following equation: Under the partial-section compression condition of the column foot, the column foot rotation stiffness of the wood column around the x and y axes is calculated and determined by the following method: wherein, respectively represent the column foot rotation stiffness of the wood column around the x axis and the column foot rotation stiffness of the wood column around the y axis under the compression condition of the column foot local section; are both abbreviations, and are determined according to the following manner respectively: wherein denotes the derivative of the rotation angle component θ x the derivative of the rotation angle component θ y denotes the derivative of the rotation angle component θ y the derivative of the rotation angle component θ x the derivative of the rotation angle component θ​ 7. The method according to claim 6, wherein, The determination method of the wood column in the partial-section compression condition of the column foot is that if the following conditions are met, it is determined that the wood column is in the partial-section compression condition of the column foot:

8. The method of claim 3, wherein the method is characterized by: In step S3, the specific method of judging whether the anti-seismic requirement is met is that: If the column foot rotation bending moment of the three-dimensional wood column to be evaluated under any condition exceeds the wood column rotation bending moment threshold required by the anti-seismic requirement, or the column foot rotation stiffness under any condition exceeds the rotation stiffness threshold required by the anti-seismic requirement, it is determined that the wood column to be evaluated does not meet the anti-seismic performance; otherwise, it is determined that the wood column to be evaluated meets the anti-seismic performance.

9. A system for evaluating the three-dimensional spatial seismic performance of a wooden column of a wooden structure of an ancient building, characterized in that, It comprises: An acquisition module, configured to obtain the structure geometric parameters and load parameters of a three-dimensional wood column to be evaluated in a wood structure of an ancient building; A calculation module, configured to substitute the structure geometric parameters and load parameters of the three-dimensional wood column to be evaluated into a stress analysis calculation model of different compression conditions established, and calculate and determine the column foot rotation bending moment and column foot rotation stiffness of the three-dimensional wood column to be evaluated after decoupling under different compression conditions; The evaluation module is configured to compare the column foot rotation bending moment and the column foot rotation stiffness of the three-dimensional wood column to be evaluated after decoupling under different compression conditions with the three-dimensional wood column rotation bending moment threshold and the rotation stiffness threshold required by the anti-seismic requirement, respectively, to determine whether the anti-seismic requirement is met, and obtain the spatial anti-seismic performance evaluation result of the three-dimensional wood column.

10. A device for evaluating the three-dimensional spatial seismic performance of a wooden column of a wooden structure of an ancient building, characterized in that, The device comprises a processor and a storage medium; the storage medium is configured to store a computer program; the processor is connected to the storage medium and is configured to execute the computer program stored in the storage medium, so that the device executes the method for evaluating the three-dimensional spatial anti-seismic performance of the wood column of the ancient building wood structure according to any one of claims 1 to 8.

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