CN105740587A - Construction method for foundation pit support of building with basement - Google Patents

Abstract

The invention discloses a construction method for a foundation pit support of a building with a basement. The construction method comprises the steps of construction of a foundation pit support structure model, construction of a random seismic oscillation model of a foundation pit support structure, displacement and speed power spectrum density calculation of main components of the foundation pit support structure, construction of a foundation pit support structure damage model, calculation of damage indexes, dual-reliability degree evaluation on the foundation pit support structure model, construction execution and the like. According to the construction method, construction is performed according to the foundation pit support structure model which is evaluated to be qualified in advance, reasonable adjustment is performed in time according to an evaluation result, the anti-seismic property and the structural safety are improved, the efficiency is improved, and the cost is saved.

Description

Foundation pit support construction method for building with basement

Technical Field

The invention relates to the field of foundation pit supporting construction, in particular to a foundation pit supporting construction method for a building with a basement.

Background

In the related art, when a foundation pit supporting construction with a basement building is carried out, the following construction method is generally adopted: firstly, for a foundation pit with a second-layer basement, arranging an inner support at the top of a supporting pile, arranging a second-channel inner support 50cm above a bottom plate of the first-layer basement, pouring a bottom plate and a side wall of the second-layer basement when the foundation pit is excavated to a designed elevation of the basement, and pouring a bottom plate of the first-layer basement; forming box-shaped structures on the bottom plate and the side wall of the basement on the second layer and the first layer, then filling a gap between the side wall of the basement and the support pile, and removing the second inner support by adopting static blasting; and (5) continuously constructing the side wall of the underground chamber, and removing the first inner support after backfilling a gap between the side wall of the underground chamber and the support pile. The main components of the foundation pit supporting structure with the basement building comprise supporting piles, inner supports and the like.

Due to the fact that the earthquake intensity and the earthquake type of the site where the foundation pit supporting structure with the basement building belongs to are different during construction, the earthquake resistance of the foundation pit supporting structure with the basement building formed by the method is generally poor in flexibility suitable for local requirements, and the foundation pit supporting structure is easily damaged when an earthquake occurs.

Disclosure of Invention

Aiming at the problems, the invention provides a foundation pit supporting construction method for a building with a basement so as to construct a foundation pit supporting structure with the basement, which has good earthquake resistance, high flexibility and seismic resistance suitable for local requirements.

The purpose of the invention is realized by adopting the following technical scheme:

a foundation pit supporting construction method with a basement building comprises the following steps:

(1) preliminarily constructing a foundation pit supporting structure model through computer aided design, and determining main components of the foundation pit supporting structure model;

(2) constructing a random earthquake motion model of a foundation pit supporting structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category of the foundation pit supporting structure, and generating a power spectral density function corresponding to the displacement and the speed of the main component;

(3) calculating to obtain corresponding displacement power spectral density and velocity power spectral density according to the power spectral density function of the displacement and the velocity of the main component, and performing integral calculation on the displacement power spectral density and the velocity power spectral density to obtain a displacement variance and a velocity variance of the corresponding main component;

(4) at a standard temperature W₀Lower right standPerforming experimental research on the main component to obtain performance parameters of the main component, constructing a damage model of a foundation pit supporting structure according to the performance parameters, calculating a damage index phi, considering the influence of local average temperature W on the performance parameters of the main component, introducing a temperature correction coefficient, and when W is measured>W₀Time, temperature correction coefficientWhen W is less than or equal to W₀Time, temperature correction coefficientIn addition, considering that specific construction conditions and local natural environment can generate large influence on component performance parameters and further influence the damage index phi, introducing construction factors and environment factors which are all between 0 and 1, influencing the damage index phi by respective weights a, b and c, wherein the calculation formula of the damage index phi is as follows:

$\mathrm{\Φ}=(1-\mathrm{\η})\frac{S_m}{S_j}(\mathrm{\δ}a+{\mathrm{\δ}}_{1}b+{\mathrm{\δ}}_{2}c)+\mathrm{\η}\frac{E\left(T\right)}{{\mathrm{QS}}_j}$

where η is the energy dissipation factor, S_jIs a limit positionQ is yield load, T is vibration moment when seismic intensity exceeds 50% peak value, S_mIs a main component of [0, T]Maximum displacement in time interval, E (T) being the main component in [0, T]Accumulated hysteresis energy consumption in a time period;

(5) and (3) evaluating the reliability of dual power of the foundation pit supporting structure model through MATLAB, if the evaluation is qualified, carrying out foundation pit supporting construction with a basement building according to the foundation pit supporting structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, and redesigning.

Preferably, when the dual dynamic reliability of the foundation pit supporting structure model is evaluated through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\}\×\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}\end{array}$

wherein,

${\mathrm{\ψ}}_1=\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\},{\mathrm{\ψ}}_2=\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

if psi₁、ψ₂If the sizes are all larger than 0, the foundation pit supporting structure model meets the design requirements and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the design of a foundation pit supporting structure needs to be carried out again;

t is more than or equal to 0 and less than or equal to T, a is a set interlayer displacement angle limit value phi₀For a set limit value of the cumulative damage index, a limit value of the interlayer displacement angle a and a limit value of the cumulative damage index phi₀Determining according to the earthquake type; σ v (x) is the standard deviation of velocity, σ s (x) is the standard deviation of displacement, σ²s (x) is the variance of the displacement, m_ΦMean value of cumulative Damage index, σ_Φ ²Standard deviation of cumulative Damage index, P₁To a set first standard reliability, P₂The set second standard reliability;

the P is₁、P₂Is set in the range of 90% to 99.9%, P₁The value being determined in advance according to the purpose of the structure, P₂The value can be determined according to its initial value P'₂And (3) carrying out self-adaptive adjustment in the range, wherein the specific adjustment mode is as follows:

when the evaluation is passed, P₂＝P′₂；

When the evaluation is not qualified and satisfies psi₁When greater than 0, P₂＝P_2min。

The invention has the beneficial effects that: constructing a foundation pit supporting structure by adopting a dual dynamic reliability calculation method, carrying out quantitative control design on the foundation pit supporting structure, and then carrying out foundation pit supporting construction with a basement building according to an evaluated qualified foundation pit supporting structure model, thereby ensuring and improving the seismic strength of the foundation pit supporting structure; the double dynamic reliability calculation of the foundation pit supporting structure is simplified, and the design speed is improved; temperature correction coefficient, construction factor and environmental factor are introduced to calculate damage index phi, so that the foundation pit supporting structure is improvedPerforming the precision of quantitative control design; on the premise of satisfying structural safety, P₂The value can be adaptively adjusted within a range according to the initial value, so that the efficiency can be greatly improved, the cost is saved, the potential safety hazard can be greatly reduced, and the structural safety is greatly improved.

Drawings

The invention is further illustrated by means of the attached drawings, but the embodiments in the drawings do not constitute any limitation to the invention, and for a person skilled in the art, other drawings can be obtained on the basis of the following drawings without inventive effort.

FIG. 1 is a schematic flow diagram of the process of the present invention.

Detailed Description

The invention is further described with reference to the following examples.

Example 1: the foundation pit supporting construction method with the basement building shown in figure 1 comprises the following steps:

(1) preliminarily constructing a foundation pit supporting structure model through computer aided design, and determining main components of the foundation pit supporting structure model;

(2) constructing a random earthquake motion model of a foundation pit supporting structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category of the foundation pit supporting structure, and generating a power spectral density function corresponding to the displacement and the speed of the main component;

(3) calculating to obtain corresponding displacement power spectral density and velocity power spectral density according to the power spectral density function of the displacement and the velocity of the main component, and performing integral calculation on the displacement power spectral density and the velocity power spectral density to obtain a displacement variance and a velocity variance of the corresponding main component;

(4) at a standard temperature W₀Carrying out experimental research on the main component to obtain performance parameters of the main component, constructing a damage model of a foundation pit supporting structure according to the performance parameters, calculating a damage index phi, considering the influence of local average temperature W on the performance parameters of the main component, introducing a temperature correction coefficient, and when W is used, obtaining the damage index phi>W₀Time, temperature correction coefficientWhen W is less than or equal to W₀Time, temperature correction coefficientIn addition, considering that specific construction conditions and local natural environment can generate large influence on component performance parameters and further influence the damage index phi, introducing construction factors and environment factors which are all between 0 and 1, influencing the damage index phi by respective weights a, b and c, wherein the calculation formula of the damage index phi is as follows:

$\mathrm{\Φ}=(1-\mathrm{\η})\frac{S_m}{S_j}(\mathrm{\δ}a+{\mathrm{\δ}}_{1}b+{\mathrm{\δ}}_{2}c)+\mathrm{\η}\frac{E\left(T\right)}{{\mathrm{QS}}_j}$

where η is the energy dissipation factor, S_jIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50% peak value, S_mIs a main component of [0, T]Maximum displacement in time interval, E (T) being the main component in [0, T]Accumulated hysteresis energy consumption in a time period;

(5) and (3) evaluating the reliability of dual power of the foundation pit supporting structure model through MATLAB, if the evaluation is qualified, carrying out foundation pit supporting construction with a basement building according to the foundation pit supporting structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, and redesigning.

Preferably, when the dual dynamic reliability of the foundation pit supporting structure model is evaluated through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\}\×\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}\end{array}$

wherein,

${\mathrm{\ψ}}_1=\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\},{\mathrm{\ψ}}_2=\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

if psi₁、ψ₂If the sizes are all larger than 0, the foundation pit supporting structure model meets the design requirements and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the design of a foundation pit supporting structure needs to be carried out again;

t is more than or equal to 0 and less than or equal to T, a is a set interlayer displacement angle limit value phi₀For a set limit value of the cumulative damage index, a limit value of the interlayer displacement angle a and a limit value of the cumulative damage index phi₀Determining according to the earthquake type; σ v (x) is the standard deviation of velocity, σ s (x) is the standard deviation of displacement, σ²s (x) is the variance of the displacement, m_ΦMean value of cumulative Damage index, σ_Φ ²Standard deviation of cumulative Damage index, P₁To a set first standard reliability, P₂The set second standard reliability;

the P is₁、P₂Is set in the range of 90% to 99.9%, P₁The value being determined in advance according to the purpose of the structure, P₂The value can be determined according to its initial value P'₂And (3) carrying out self-adaptive adjustment in the range, wherein the specific adjustment mode is as follows:

when the evaluation is passed, P₂＝P′₂；

When the evaluation is not qualified and satisfies psi₁When greater than 0, P₂＝P_2min。

In this embodiment: constructing a foundation pit supporting structure by adopting a dual dynamic reliability calculation method, carrying out quantitative control design on the foundation pit supporting structure, and then carrying out foundation pit supporting construction with a basement building according to an evaluated qualified foundation pit supporting structure model, thereby ensuring and improving the seismic strength of the foundation pit supporting structure; the dual dynamic reliability calculation of the foundation pit supporting structure is simplified, and the design is improvedSpeed; temperature correction coefficients, construction factors and environmental factors are introduced to calculate the damage index phi, so that the accuracy of quantitative control design on the foundation pit supporting structure is improved; on the premise of satisfying structural safety, P₂The value can be adaptively adjusted within a range according to the initial value, so that the efficiency can be greatly improved, the cost can be saved, the potential safety hazard can be greatly reduced, and the structural safety can be greatly improved; the value of the first standard reliability is 90%, the design speed is improved by 50% compared with the prior art, and the safety is improved by 20% compared with the prior art.

Example 2: the foundation pit supporting construction method with the basement building shown in figure 1 comprises the following steps:

(1) preliminarily constructing a foundation pit supporting structure model through computer aided design, and determining main components of the foundation pit supporting structure model;

(2) constructing a random earthquake motion model of a foundation pit supporting structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category of the foundation pit supporting structure, and generating a power spectral density function corresponding to the displacement and the speed of the main component;

(3) calculating to obtain corresponding displacement power spectral density and velocity power spectral density according to the power spectral density function of the displacement and the velocity of the main component, and performing integral calculation on the displacement power spectral density and the velocity power spectral density to obtain a displacement variance and a velocity variance of the corresponding main component;

(4) at a standard temperature W₀Carrying out experimental research on the main component to obtain performance parameters of the main component, constructing a damage model of a foundation pit supporting structure according to the performance parameters, calculating a damage index phi, considering the influence of local average temperature W on the performance parameters of the main component, introducing a temperature correction coefficient, and when W is used, obtaining the damage index phi>W₀Time, temperature correction coefficientWhen W is less than or equal toW₀Time, temperature correction coefficientIn addition, considering that specific construction conditions and local natural environment can generate large influence on component performance parameters and further influence the damage index phi, introducing construction factors and environment factors which are all between 0 and 1, influencing the damage index phi by respective weights a, b and c, wherein the calculation formula of the damage index phi is as follows:

$\mathrm{\Φ}=(1-\mathrm{\η})\frac{S_m}{S_j}(\mathrm{\δ}a+{\mathrm{\δ}}_{1}b+{\mathrm{\δ}}_{2}c)+\mathrm{\η}\frac{E\left(T\right)}{{\mathrm{QS}}_j}$

where η is the energy dissipation factor, S_jIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50% peak value, S_mIs a main component of [0, T]Maximum displacement in time interval, E (T) being the main component in [0, T]Accumulated hysteresis energy consumption in a time period;

(5) and (3) evaluating the reliability of dual power of the foundation pit supporting structure model through MATLAB, if the evaluation is qualified, carrying out foundation pit supporting construction with a basement building according to the foundation pit supporting structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, and redesigning.

Preferably, when the dual dynamic reliability of the foundation pit supporting structure model is evaluated through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\}\×\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}\end{array}$

wherein,

${\mathrm{\ψ}}_1=\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\},{\mathrm{\ψ}}_2=\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

if psi₁、ψ₂If the sizes are all larger than 0, the foundation pit supporting structure model meets the design requirements and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the design of a foundation pit supporting structure needs to be carried out again;

t is more than or equal to 0 and less than or equal to T, a is a set interlayer displacement angle limit value phi₀For a set limit value of the cumulative damage index, a limit value of the interlayer displacement angle a and a limit value of the cumulative damage index phi₀Determining according to the earthquake type; σ v (x) is the standard deviation of velocity, σ s (x) is the standard deviation of displacement, σ²s (x) is the variance of the displacement, m_ΦMean value of cumulative Damage index, σ_Φ ²Standard deviation of cumulative Damage index, P₁To a set first standard reliability, P₂The set second standard reliability;

the P is₁、P₂Is set in the range of 90% to 99.9%, P₁The value being determined in advance according to the purpose of the structure, P₂The value can be determined according to its initial value P'₂And (3) carrying out self-adaptive adjustment in the range, wherein the specific adjustment mode is as follows:

when the evaluation is passed, P₂＝P′₂；

When the evaluation is not qualified and satisfies psi₁When greater than 0, P₂＝P_2min。

In this embodiment: constructing a foundation pit supporting structure by adopting a dual dynamic reliability calculation method, carrying out quantitative control design on the foundation pit supporting structure, and then carrying out foundation pit supporting construction with a basement building according to an evaluated qualified foundation pit supporting structure model, thereby ensuring and improving the seismic strength of the foundation pit supporting structure; the double dynamic reliability calculation of the foundation pit supporting structure is simplified, and the design speed is improved; temperature correction coefficients, construction factors and environmental factors are introduced to calculate the damage index phi, so that the accuracy of quantitative control design on the foundation pit supporting structure is improved; on the premise of satisfying structural safety, P₂The value can be adaptively adjusted within a range according to the initial value, so that the efficiency can be greatly improved, the cost can be saved, the potential safety hazard can be greatly reduced, and the structural safety can be greatly improved; the value of the first standard reliability is 92%, the design speed is improved by 45% compared with the prior art, and the safety is improved by 25% compared with the prior art.

Example 3: the foundation pit supporting construction method with the basement building shown in figure 1 comprises the following steps:

(1) preliminarily constructing a foundation pit supporting structure model through computer aided design, and determining main components of the foundation pit supporting structure model;

(2) constructing a random earthquake motion model of a foundation pit supporting structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category of the foundation pit supporting structure, and generating a power spectral density function corresponding to the displacement and the speed of the main component;

(3) calculating to obtain corresponding displacement power spectral density and velocity power spectral density according to the power spectral density function of the displacement and the velocity of the main component, and performing integral calculation on the displacement power spectral density and the velocity power spectral density to obtain a displacement variance and a velocity variance of the corresponding main component;

(4) at a standard temperature W₀Carrying out experimental research on the main component to obtain performance parameters of the main component, constructing a damage model of a foundation pit supporting structure according to the performance parameters, calculating a damage index phi, considering the influence of local average temperature W on the performance parameters of the main component, introducing a temperature correction coefficient, and when W is used, obtaining the damage index phi>W₀Time, temperature correction coefficientWhen W is less than or equal to W₀Time, temperature correction coefficientIn addition, considering that specific construction conditions and local natural environment can generate large influence on component performance parameters and further influence the damage index phi, introducing construction factors and environment factors which are all between 0 and 1, influencing the damage index phi by respective weights a, b and c, wherein the calculation formula of the damage index phi is as follows:

$\mathrm{\Φ}=(1-\mathrm{\η})\frac{S_m}{S_j}(\mathrm{\δ}a+{\mathrm{\δ}}_{1}b+{\mathrm{\δ}}_{2}c)+\mathrm{\η}\frac{E\left(T\right)}{{\mathrm{QS}}_j}$

where η is the energy dissipation factor, S_jIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50% peak value, S_mIs a main component of [0, T]Maximum displacement in time interval, E (T) being the main component in [0, T]Accumulated hysteresis energy consumption in a time period;

(5) and (3) evaluating the reliability of dual power of the foundation pit supporting structure model through MATLAB, if the evaluation is qualified, carrying out foundation pit supporting construction with a basement building according to the foundation pit supporting structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, and redesigning.

Preferably, when the dual dynamic reliability of the foundation pit supporting structure model is evaluated through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\}\×\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}\end{array}$

wherein,

${\mathrm{\ψ}}_1=\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\},{\mathrm{\ψ}}_2=\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

if psi₁、ψ₂If the sizes are all larger than 0, the foundation pit supporting structure model meets the design requirements and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the design of a foundation pit supporting structure needs to be carried out again;

t is more than or equal to 0 and less than or equal to T, a is a set interlayer displacement angle limit value phi₀For a set limit value of the cumulative damage index, a limit value of the interlayer displacement angle a and a limit value of the cumulative damage index phi₀Determining according to the earthquake type; σ v (x) is the standard deviation of velocity, σ s (x) is the standard deviation of displacement, σ²s (x) is the variance of the displacement, m phi is the mean of the cumulative damage index, σ_Φ ²Standard deviation of cumulative Damage index, P₁To a set first standard reliability, P₂The set second standard reliability;

the P is₁、P₂Is set in the range of 90% to 99.9%, P₁The value being determined in advance according to the purpose of the structure, P₂The value can be determined according to its initial value P'₂And (3) carrying out self-adaptive adjustment in the range, wherein the specific adjustment mode is as follows:

when the evaluation is passed, P₂＝P′₂；

When the evaluation is not qualified and satisfies psi₁When greater than 0, P₂＝P_2min。

In this embodiment: constructing a foundation pit supporting structure by adopting a dual dynamic reliability calculation method, carrying out quantitative control design on the foundation pit supporting structure, and then carrying out foundation pit supporting construction with a basement building according to an evaluated qualified foundation pit supporting structure model, thereby ensuring and improving the seismic strength of the foundation pit supporting structure; the double dynamic reliability calculation of the foundation pit supporting structure is simplified, and the design speed is improved; temperature correction coefficients, construction factors and environmental factors are introduced to calculate the damage index phi, so that the accuracy of quantitative control design on the foundation pit supporting structure is improved; on the premise of satisfying structural safety, P₂The value can be adaptively adjusted within a range according to the initial value, so that the efficiency can be greatly improved, the cost can be saved, the potential safety hazard can be greatly reduced, and the structural safety can be greatly improved; the value of the first standard reliability is 94%, the design speed is improved by 40% compared with the prior art, and the safety is improved by 30% compared with the prior art.

Example 4: the foundation pit supporting construction method with the basement building shown in figure 1 comprises the following steps:

(1) preliminarily constructing a foundation pit supporting structure model through computer aided design, and determining main components of the foundation pit supporting structure model;

(2) constructing a random earthquake motion model of a foundation pit supporting structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category of the foundation pit supporting structure, and generating a power spectral density function corresponding to the displacement and the speed of the main component;

(3) calculating to obtain corresponding displacement power spectral density and velocity power spectral density according to the power spectral density function of the displacement and the velocity of the main component, and performing integral calculation on the displacement power spectral density and the velocity power spectral density to obtain a displacement variance and a velocity variance of the corresponding main component;

(4) at a standard temperature W₀Carrying out experimental research on the main component to obtain performance parameters of the main component, constructing a damage model of a foundation pit supporting structure according to the performance parameters, calculating a damage index phi, considering the influence of local average temperature W on the performance parameters of the main component, introducing a temperature correction coefficient, and when W is used, obtaining the damage index phi>W₀Time, temperature correction coefficientWhen W is less than or equal to W₀Time, temperature correction coefficientIn addition, considering that specific construction conditions and local natural environment can generate large influence on component performance parameters and further influence the damage index phi, introducing construction factors and environment factors which are all between 0 and 1, influencing the damage index phi by respective weights a, b and c, wherein the calculation formula of the damage index phi is as follows:

$\mathrm{\Φ}=(1-\mathrm{\η})\frac{S_m}{S_j}(\mathrm{\δ}a+{\mathrm{\δ}}_{1}b+{\mathrm{\δ}}_{2}c)+\mathrm{\η}\frac{E\left(T\right)}{{\mathrm{QS}}_j}$

where η is the energy dissipation factor, S_jIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50% peak value, S_mIs a main component of [0, T]Maximum displacement in time interval, E (T) being the main component in [0, T]Accumulated hysteresis energy consumption in a time period;

(5) and (3) evaluating the reliability of dual power of the foundation pit supporting structure model through MATLAB, if the evaluation is qualified, carrying out foundation pit supporting construction with a basement building according to the foundation pit supporting structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, and redesigning.

Preferably, when the dual dynamic reliability of the foundation pit supporting structure model is evaluated through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\}\×\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}\end{array}$

wherein,

${\mathrm{\ψ}}_1=\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\},{\mathrm{\ψ}}_2=\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

if psi₁、ψ₂If the sizes are all larger than 0, the foundation pit supporting structure model meets the design requirements and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the design of a foundation pit supporting structure needs to be carried out again;

t is more than or equal to 0 and less than or equal to T, a is a set interlayer displacement angle limit value phi₀For a set limit value of the cumulative damage index, a limit value of the interlayer displacement angle a and a limit value of the cumulative damage index phi₀Determining according to the earthquake type; σ v (x) is the standard deviation of velocity, σ s (x) is the standard deviation of displacement, σ²s (x) is the variance of the displacement, m_ΦMean value of cumulative Damage index, σ_Φ ²Standard deviation of cumulative Damage index, P₁To a set first standard reliability, P₂The set second standard reliability;

the P is₁、P₂Is set in the range of 90% to 99.9%, P₁The value being determined in advance according to the purpose of the structure, P₂The value can be determined according to its initial value P'₂And (3) carrying out self-adaptive adjustment in the range, wherein the specific adjustment mode is as follows:

when the evaluation is passed, P₂＝P′₂；

When the evaluation is not qualified and satisfies psi₁When greater than 0, P₂＝P_2Pin。。

In this embodiment: constructing a foundation pit supporting structure by adopting a dual dynamic reliability calculation method, carrying out quantitative control design on the foundation pit supporting structure, and then carrying out foundation pit supporting construction with a basement building according to an evaluated qualified foundation pit supporting structure model, thereby ensuring and improving the seismic strength of the foundation pit supporting structure; the double dynamic reliability calculation of the foundation pit supporting structure is simplified, and the design speed is improved; temperature correction coefficients, construction factors and environmental factors are introduced to calculate the damage index phi, so that the accuracy of quantitative control design on the foundation pit supporting structure is improved; on the premise of satisfying structural safety, P₂The value can be adaptively adjusted within a range according to the initial value, so that the efficiency can be greatly improved, the cost can be saved, the potential safety hazard can be greatly reduced, and the structural safety can be greatly improved; the value of the first standard reliability is 96%, the design speed is improved by 35% compared with the prior art, and the safety is improved by 35% compared with the prior art.

Example 5: the foundation pit supporting construction method with the basement building shown in figure 1 comprises the following steps:

(1) preliminarily constructing a foundation pit supporting structure model through computer aided design, and determining main components of the foundation pit supporting structure model;

(2) constructing a random earthquake motion model of a foundation pit supporting structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category of the foundation pit supporting structure, and generating a power spectral density function corresponding to the displacement and the speed of the main component;

(3) calculating to obtain corresponding displacement power spectral density and velocity power spectral density according to the power spectral density function of the displacement and the velocity of the main component, and performing integral calculation on the displacement power spectral density and the velocity power spectral density to obtain a displacement variance and a velocity variance of the corresponding main component;

(4) at a standard temperature W₀The main components are subjected to experimental research to obtainConstructing a damage model of a foundation pit supporting structure according to the performance parameters, calculating a damage index phi, considering the influence of the local average temperature W on the performance parameters of main components, introducing a temperature correction coefficient, and when W is the temperature correction coefficient>W₀Time, temperature correction coefficientWhen W is less than or equal to W₀Time, temperature correction coefficientIn addition, considering that specific construction conditions and local natural environment can generate large influence on component performance parameters and further influence the damage index phi, introducing construction factors and environment factors which are all between 0 and 1, influencing the damage index phi by respective weights a, b and c, wherein the calculation formula of the damage index phi is as follows:

$\mathrm{\Φ}=(1-\mathrm{\η})\frac{S_m}{S_j}(\mathrm{\δ}a+{\mathrm{\δ}}_{1}b+{\mathrm{\δ}}_{2}c)+\mathrm{\η}\frac{E\left(T\right)}{{\mathrm{QS}}_j}$

where η is the energy dissipation factor, S_jIs ultimate displacement, Q is yield load, and T is seismic oscillationVibration moment with intensity exceeding 50% peak value, S_mIs a main component of [0, T]Maximum displacement in time interval, E (T) being the main component in [0, T]Accumulated hysteresis energy consumption in a time period;

(5) and (3) evaluating the reliability of dual power of the foundation pit supporting structure model through MATLAB, if the evaluation is qualified, carrying out foundation pit supporting construction with a basement building according to the foundation pit supporting structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, and redesigning.

Preferably, when the dual dynamic reliability of the foundation pit supporting structure model is evaluated through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\}\×\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}\end{array}$

wherein,

${\mathrm{\ψ}}_1=\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\},{\mathrm{\ψ}}_2=\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

if psi₁、ψ₂If the sizes are all larger than 0, the foundation pit supporting structure model meets the design requirements and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the design of a foundation pit supporting structure needs to be carried out again;

t is more than or equal to 0 and less than or equal to T, a is a set interlayer displacement angle limit value phi₀For a set limit value of the cumulative damage index, a limit value of the interlayer displacement angle a and a limit value of the cumulative damage index phi₀Determining according to the earthquake type; σ v (x) is the standard deviation of velocity, σ s (x) is the standard deviation of displacement, σ²s (x) is the variance of the displacement, m_ΦMean value of cumulative Damage index, σ_Φ ²Standard deviation of cumulative Damage index, P₁To a set first standard reliability, P₂The set second standard reliability;

the P is₁、P₂Is set in the range of 90% to 99.9%, P₁The value being determined in advance according to the purpose of the structure, P₂The value can be determined according to its initial value P'₂And (3) carrying out self-adaptive adjustment in the range, wherein the specific adjustment mode is as follows:

when the evaluation is passed, P₂＝P′₂；

When the evaluation is not qualified and satisfies psi₁When greater than 0, P₂＝P_2min。

In this embodiment: constructing a foundation pit supporting structure by adopting a dual dynamic reliability calculation method, carrying out quantitative control design on the foundation pit supporting structure, and then carrying out foundation pit supporting construction with a basement building according to an evaluated qualified foundation pit supporting structure model, thereby ensuring and improving the seismic strength of the foundation pit supporting structure; the double dynamic reliability calculation of the foundation pit supporting structure is simplified, and the design speed is improved; temperature correction coefficients, construction factors and environmental factors are introduced to calculate the damage index phi, so that the accuracy of quantitative control design on the foundation pit supporting structure is improved; in satisfying the knotOn the premise of construction safety, P₂The value can be adaptively adjusted within a range according to the initial value, so that the efficiency can be greatly improved, the cost can be saved, the potential safety hazard can be greatly reduced, and the structural safety can be greatly improved; the value of the first standard reliability is 98%, the design speed is improved by 30% compared with the prior art, and the safety is improved by 40% compared with the prior art.

Finally, it should be noted that the above embodiments are only used for illustrating the technical solutions of the present invention, and not for limiting the protection scope of the present invention, although the present invention is described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications or equivalent substitutions can be made on the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention.

Claims (2)

1. A foundation pit supporting construction method with a basement building is characterized by comprising the following steps:

(1) preliminarily constructing a foundation pit supporting structure model through computer aided design, and determining main components of the foundation pit supporting structure model;

(2) constructing a random earthquake motion model of a foundation pit supporting structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category of the foundation pit supporting structure, and generating a power spectral density function corresponding to the displacement and the speed of the main component;

(3) calculating to obtain corresponding displacement power spectral density and velocity power spectral density according to the power spectral density function of the displacement and the velocity of the main component, and performing integral calculation on the displacement power spectral density and the velocity power spectral density to obtain a displacement variance and a velocity variance of the corresponding main component;

(4) at a standard temperature W₀Carrying out experimental research on the main component to obtain performance parameters of the main component, constructing a damage model of a foundation pit supporting structure according to the performance parameters, calculating a damage index phi, considering the influence of local average temperature W on the performance parameters of the main component, introducing a temperature correction coefficient, and when W is used, obtaining the damage index phi>W₀Time, temperature correction coefficientWhen W is less than or equal to W₀Time, temperature correction coefficientIn addition, considering that specific construction conditions and local natural environment can generate large influence on component performance parameters and further influence the damage index phi, introducing construction factors and environment factors which are all between 0 and 1, influencing the damage index phi by respective weights a, b and c, wherein the calculation formula of the damage index phi is as follows:

$\mathrm{\Φ}=(1-\mathrm{\η})\frac{S_m}{S_j}(\mathrm{\δ}a+{\mathrm{\δ}}_{1}b+{\mathrm{\δ}}_{2}c)+\mathrm{\η}\frac{E\left(T\right)}{{\mathrm{QS}}_j}$

where η is the energy dissipation factor, S_jIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50% peak value, S_mIs a main component of [0, T]Maximum displacement in time interval, E (T) being the main component in [0, T]Accumulated hysteresis energy consumption in a time period;

(5) and (3) evaluating the reliability of dual power of the foundation pit supporting structure model through MATLAB, if the evaluation is qualified, carrying out foundation pit supporting construction with a basement building according to the foundation pit supporting structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, and redesigning.

2. The foundation pit supporting construction method with the basement building as claimed in claim 1, wherein when dual dynamic reliability evaluation is performed on the foundation pit supporting structure model through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\left\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp \left(-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)}\right)dx\]-P_1\right\}\×\left\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[\ln m_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln \left(1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2}\right)}{2\ln \left(1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2}\right)}\]ds-P_2\right\}\end{array}$

wherein,

${\mathrm{\Ψ}}_1=\left\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp \left(-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)}\right)dx\]-P_1\right\},{\mathrm{\Ψ}}_2=\left\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[\ln m_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln \left(1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2}\right)}{2\ln \left(1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2}\right)}\]ds-P_2\right\}$

if psi₁、ψ₂If the sizes are all larger than 0, the foundation pit supporting structure model meets the design requirements and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the design of a foundation pit supporting structure needs to be carried out again;

t is more than or equal to 0 and less than or equal to T, a is a set interlayer displacement angle limit value phi₀For a set limit value of the cumulative damage index, a limit value of the interlayer displacement angle a and a limit value of the cumulative damage index phi₀Determining according to the earthquake type; σ v (x) is the standard deviation of velocity, σ s (x) is the standard deviation of displacement, σ²s (x) is the variance of the displacement, m_ΦMean value of cumulative Damage index, σ_Φ ²Standard deviation of cumulative Damage index, P₁To a set first standard reliability, P₂The set second standard reliability;

the P is₁、P₂Is set in the range of 90% to 99.9%, P₁The value being determined in advance according to the purpose of the structure, P₂The value can be determined according to its initial value P'₂And (3) carrying out self-adaptive adjustment in the range, wherein the specific adjustment mode is as follows:

when the evaluation is passed, P₂＝P′₂；

When the evaluation is not qualified and satisfies psi₁When greater than 0, P₂＝P_2min。