CN115114692A - Seismic response simplified calculation method of swing type self-reset independent foundation - Google Patents
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Abstract
The invention belongs to the technical field of soil and structure interaction seismic response analysis, and discloses a seismic response simplified calculation method of a swinging type self-resetting independent foundation, which comprises the steps of firstly obtaining basic mechanical property parameters of a foundation soil body, the size of the independent foundation and a vertical gravity load design value, and calculating foundation swinging rigidity, vertical bearing capacity and foundation swinging resetting coefficient; then establishing a bilinear framework curve of a foundation bending moment-foundation corner relation and an unloading-reloading hysteresis rule, and further establishing a foundation bending moment-foundation corner restoring force model; finally, a dynamic control equation of the foundation swing motion is listed, and dynamic swing response of the foundation under the action of the earthquake is calculated. The invention provides an efficient and convenient calculation tool for the seismic response analysis of the novel swing self-reset independent infrastructure system.
Description
Technical Field
The invention belongs to the technical field of soil and structure interaction seismic response analysis, and particularly relates to a seismic response simplified calculation method of a swing type self-reset independent foundation.
Background
Traditional anti-seismic design requires that the foundation possess sufficient bearing capacity to satisfy stability and deformation requirements, consumes seismic energy through the ductile deformation of the superstructure. However, the strong shock has large amplitude and long duration, and the accumulated damage degree in the structure is heavy, which may cause that the structure cannot be repaired after the shock or has safety hazards such as stability.
The swing type self-reset independent foundation structure system is a novel post-earthquake recoverable functional structure system taking foundation swing as a dominant motion mode. The system limits the counterforce of the foundation to the bottom of the foundation by utilizing the lifting-off and the plastic deformation of the foundation soil in the swinging process of the foundation, thereby reducing the damage of the upper structure; and the system is restored to the original position by the self-weight of the structure, and the residual displacement of the structure after the earthquake is controlled in a smaller range, so that the earthquake loss is reduced.
Seismic response analysis is required for designing a reasonable swing type self-resetting independent infrastructure system. The conventional method is to carry out finite element modeling on the whole structure, foundation and foundation system; but due to the non-linear behaviors such as elastic-plastic deformation, gravity second-order effect, foundation lift-off and the like of the structure and the foundation soil, the method is a great challenge for engineers. The American building earthquake-resistant design standard provides a three-fold-line skeleton curve for describing the relationship between the bending moment of a foundation and the corner of the foundation under the action of uniaxial static load, but the three-fold-line skeleton curve can not be used for calculating earthquake response because of lacking the relationship between unloading and reloading. Therefore, a seismic response simplified calculation method of a swing type self-reset independent foundation is needed to be provided, and an efficient and convenient seismic response analysis tool is provided for engineering personnel.
In summary, the problems of the prior art are as follows: the earthquake response analysis of the swing foundation structure system needs a simplified calculation method urgently so as to facilitate the anti-seismic design of engineering personnel on the structure, but the swing foundation response simplified calculation method adopted by the existing building anti-seismic design standard is only suitable for uniaxial static loading working conditions and cannot consider the real dynamic response caused by the earthquake, so that the method cannot be applied to the earthquake response analysis of the swing foundation structure system.
The technical scheme for solving the technical problem in the prior art is as follows: the nonlinear behavior and energy consumption of the basic swinging response are approximately considered by adopting a combined system of an elastic spring and a linear damping kettle, and the method comprises two methods. The first method adopts a multi-broken-line elastic spring parallel connection linear damping kettle system; in the second method, a system which is formed by connecting a linear spring in series and connecting the linear spring and a linear damping kettle in parallel is adopted. The two calculation methods essentially consider the sway basic response as a nonlinear elastic behavior, and although the calculated sway response amplitude can be close to the real situation by optimizing the damping coefficient, the basic sway residual corner required by the structural seismic design cannot be obtained, and the physical mechanism of the basic sway response cannot be reflected. In fact, during the swinging motion of the foundation, the plastic compression deformation of the soil body at the lower parts of the two ends of the foundation is continuously accumulated, so that the unloading rigidity and the reloading rigidity of the swinging hysteresis curve are continuously changed along with the amplitude of the corner. Therefore, the elastic calculation method cannot obtain the foundation residual corner caused by the plastic deformation of the foundation soil, and cannot obtain the actual hysteretic curve of the foundation swing motion.
Disclosure of Invention
The invention aims to provide a seismic response simplified calculation method of a swing type self-resetting independent foundation, which is convenient for engineers to analyze seismic response of a novel swing type self-resetting independent foundation structure system.
The invention is realized in the way, and provides a method for calculating the earthquake reaction of a Wenkel clay foundation by considering compression-shear coupling, which comprises the following steps:
(1) obtaining basic mechanical property parameters of the foundation soil body, including density rho, shear modulus G, Poisson ratio v and internal friction angle
And cohesive force c, and setting the side length B and the vertical gravity load design value N of the independent foundation;
(2) calculating the foundation sway stiffness K according to the parameters obtained in the step (1) R Vertical bearing capacity q u And base swing reset factor F sc ；
(3) Establishing a bilinear skeleton curve of the relation between the foundation bending moment M and the foundation corner theta according to the foundation rigidity and the vertical bearing capacity obtained in the step (2);
(4) determining an unloading-reloading hysteresis rule of the M-theta relationship, and establishing an M-theta resilience model by combining the bilinear skeleton curve in the step (3);
(5) and (4) listing a dynamic control equation of the basic swinging motion according to the M-theta restoring force model obtained in the step (4), and calculating the dynamic swinging response of the basis under the action of the earthquake.
Further, the foundation roll stiffness K in the step (2) R Vertical bearing capacity q u The foundation design manual can be searched according to foundation soil parameters and foundation dimensions to obtain the foundation swing complexBit coefficient F sc The calculation is as formula (1):
further, the bilinear skeleton curve calculation formula of the relationship between the bending moment M of the foundation and the foundation rotation angle θ in the step (3) is as the formula (2):
further, the unloading-reloading hysteresis rule of the M- θ relationship described in step (4) is as follows: the unloading and the reloading are carried out based on the initial rigidity K which is 3/5K R Assuming that the stiffness k is updated when the load is reversed and only when the reversal point is located in the platform section of the M- θ skeleton curve, the linear relationship is calculated as in equation (3):
further, the power control equation of the basic rocking motion in step (5) is as shown in formula (4):
the moment of inertia, u, about its central horizontal axis based on J in equation (4) g The seismic earth surface horizontal acceleration is adopted, and M (theta) is an M-theta restoring force model; and solving the dynamic equation by using a Newmark integral method to obtain the dynamic swing response theta of the foundation under the action of the earthquake.
In summary, the advantages and positive effects of the invention are:
(1) the method for simplifying and calculating the swinging foundation response adopted by the existing building earthquake-resistant design standard is only suitable for uniaxial static loading working conditions, and cannot consider the real dynamic response caused by an earthquake, so that the method cannot be applied to earthquake response analysis of a swinging foundation structure system. The invention provides an M-theta resilience model suitable for any loading path, so that the simplified calculation of the swing basic response can be applied to the real dynamic situation.
(2) The invention describes the actual situation that the swinging unloading rigidity and the reloading rigidity continuously change along with the amplitude of the corner by establishing a set of complete basic swinging framework curve and unloading-reloading hysteresis rule. Compared with the conventional simplified calculation method which only can estimate the peak corner requirement based on a linear or nonlinear viscoelastic model, the method can also obtain the basic swinging residual corner required by the structural seismic design, and well reflect the physical mechanism of basic swinging response.
Drawings
FIG. 1 is a diagram of the calculation steps of the present invention.
FIG. 2 is a comparison of the present invention calculation and the fine finite element calculation.
Detailed Description
In order to make the problems, technical solutions and advantages of the present invention more apparent, the following detailed description will be made with reference to the accompanying drawings and specific embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and do not limit the application of the invention.
Application example:
according to the steps of the earthquake response simplified calculation method of the swing type self-reset independent foundation shown in the figure 1, the swing responses of the independent foundation under the action of the horizontal cyclic reciprocating earthquake on two clay field foundation conditions are analyzed, and the field soil parameters, the foundation size and the foundation swing stiffness K are obtained R Vertical bearing capacity q u And base swing reset factor F sc The parameters are shown in table 1.
TABLE 1 site soil, Foundation, and Foundation parameters
The basic sway response can be solved by adopting displacement control cyclic loading, and compared with the ABAQUS fine finite element calculation result, the calculation result of the method is basically consistent with the accurate result of the fine finite element, as shown in figure 2. Compared with the fine finite element modeling calculation, the method has the advantages that the calculation accuracy is guaranteed, the modeling difficulty is greatly reduced, and the calculation efficiency is also obviously improved.
Claims (5)
1. A seismic response simplified calculation method of a swing type self-reset independent foundation is characterized by comprising the following steps:
(1) obtaining basic mechanical property parameters of the foundation soil body, including density rho, shear modulus G, Poisson ratio v and internal friction angle
And cohesive force c, and setting the side length B and the vertical gravity load design value N of the independent foundation;
(2) calculating the foundation sway stiffness K according to the parameters obtained in the step (1) R Vertical bearing capacity q u And base swing reset factor F sc ；
(3) Establishing a bilinear skeleton curve of the relation between the foundation bending moment M and the foundation corner theta according to the foundation rigidity and the vertical bearing capacity obtained in the step (2);
(4) determining an unloading-reloading hysteresis rule of the M-theta relationship, and establishing an M-theta resilience model by combining the bilinear skeleton curve in the step (3);
(5) and (4) listing a dynamic control equation of the basic swinging motion according to the M-theta restoring force model obtained in the step (4), and calculating the dynamic swinging response of the basis under the action of the earthquake.
2. A method of simplified computation of seismic response from a swinging self-resetting independent foundation as claimed in claim 1, characterized in that: the foundation roll stiffness K in the step (2) R Vertical bearing capacity q u The foundation swing reset coefficient F can be obtained by searching a foundation design manual according to foundation soil parameters and foundation dimensions sc The calculation formula is as follows:
3. a method of simplified computation of seismic response from a swinging self-resetting independent foundation as claimed in claim 1, characterized in that: the bilinear skeleton curve calculation formula of the relation between the bending moment M of the foundation and the foundation corner theta in the step (3) is as follows:
4. a method of simplified computation of seismic response from a swinging self-resetting independent foundation as claimed in claim 1, characterized in that: the unloading-reloading hysteresis rule of the M-theta relationship in the step (4) is as follows: the unloading and the reloading are carried out based on the initial rigidity K equal to 3/5K R The linear relationship of (a) assumes that the stiffness k is updated when the load is reversed and only when the reversal point is located at the platform section of the M-theta skeleton curve, and the calculation formula is as follows:
5. a method of simplified computation of seismic response from a swinging self-resetting independent foundation as claimed in claim 1, characterized in that: the power control equation of the basic swing motion in the step (5) is as follows:
wherein J is the moment of inertia about its central horizontal axis of rotation,
the seismic earth surface horizontal acceleration is adopted, and M (theta) is an M-theta restoring force model;
and solving the dynamic equation by using a Newmark integral method to obtain the dynamic swing response theta of the foundation under the action of the earthquake.
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| CN111851785A (en) * | 2020-08-17 | 2020-10-30 | 福州大学 | Segmented self-resetting swinging wall and construction method |
| CN115114693A (en) * | 2021-03-17 | 2022-09-27 | 四川大学 | Wenkel clay foundation seismic reaction calculation method considering compression-shear coupling |
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Patent Citations (5)
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|---|---|---|---|---|
| CN1570280A (en) * | 2004-04-29 | 2005-01-26 | 同济大学 | Ball-type lead core damped steel support stand |
| WO2008148203A1 (en) * | 2007-06-06 | 2008-12-11 | Drysdale Robert G | Stable unbonded fiber-reinforced elastomeric seismic isolators for base isolation system |
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