CN105740586A - Combined cofferdam construction method under complicated geological conditions - Google Patents

Abstract

The invention discloses a combined cofferdam construction method under complicated geological conditions. The method comprises the steps of establishing a combined cofferdam structural model, establishing a combined cofferdam structure random ground motion model, calculating the displacement and velocity power spectral density of main components of a combined cofferdam structure, establishing a combined cofferdam structure damage model, calculating damage indexes, conducting dual reliability degree assessment on the combined cofferdam structure model, conducting construction and the like. According to the method, construction is conducted according to the combined cofferdam structure model which is assessed to be qualified in advance, reasonable adjustment is made in time according to an assessment result, anti-seismic property and structural safety are improved, efficiency is improved, and cost is saved.

Description

Combined cofferdam construction method under complex geological condition

Technical Field

The invention relates to the field of combined cofferdam construction, in particular to a combined cofferdam construction method under complex geological conditions.

Background

The existing cofferdam structure has two forms, one form is a cofferdam formed by arranging concrete piles in rows, and the form is mainly suitable for land and has a higher rock stratum; the other is that the steel pipe piles with locking openings are connected in a locking opening mode, and the mode is mainly suitable for water and has a covering layer with a certain thickness. However, in some construction occasions, the geological conditions and the stress of the cofferdam are complex, the cofferdam area has land and water, and under the condition, the cofferdam in a single form cannot meet the construction requirements, so that the cofferdam structure is not stable enough, and the construction difficulty is high.

In the related art, a combined cofferdam is provided, in which a concrete slide-resistant pile section and a fore-end steel pipe pile section are arranged in a whole cofferdam in sections, and a front-end concrete slide-resistant pile and a rear-end concrete slide-resistant pile in the concrete slide-resistant pile section are respectively connected with a rear-end fore-end steel pipe pile and a fore-end steel pipe pile in the fore-end steel pipe pile section to form a closed whole cofferdam. The main components comprise concrete slide-resistant piles, locked steel pipe piles and the like.

Due to the fact that geological conditions of a site where the cofferdam belongs to during construction are complex, the earthquake intensity is different from the earthquake type, the flexibility of the earthquake-resistant performance of the combined cofferdam adapting to local requirements is generally poor, and the combined cofferdam is easy to damage when encountering an earthquake.

Disclosure of Invention

Aiming at the problems, the invention provides a combined cofferdam construction method under complex geological conditions so as to construct a combined cofferdam structure with good anti-seismic performance and high flexibility, wherein the anti-seismic performance is suitable for local requirements.

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

the combined cofferdam construction method under the complex geological condition comprises the following steps:

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

(2) according to the local seismic fortification intensity, the seismic design grouping and the field category of the combined cofferdam structure, constructing a random seismic dynamic model of the combined cofferdam structure model, 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 the combined cofferdam 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 the main component, introducing a temperature correction coefficient, and when W is the local average temperature W, obtaining a 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:

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

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) carrying out dual dynamic reliability evaluation on the combined cofferdam structure model through MATLAB, if the evaluation is qualified, carrying out combined cofferdam construction according to the combined cofferdam structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, redesigning.

Preferably, when the dual dynamic reliability of the combined weir 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、ψ₂When the combined cofferdam structure model is larger than 0, the combined cofferdam structure model meets the design requirement and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the combined cofferdam structure design is needed 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 combined cofferdam structure by adopting a dual dynamic reliability calculation method, carrying out quantitative control design on the combined cofferdam structure, and then carrying out combined cofferdam construction according to a qualified evaluation combined cofferdam structure model, thereby ensuring and improving the seismic strength of the combined cofferdam structure; the dual dynamic reliability calculation of the combined cofferdam 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 precision of quantitative control design of the combined cofferdam 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 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 combined cofferdam construction method under the complex geological condition as shown in figure 1 comprises the following steps:

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

(2) according to the local seismic fortification intensity, the seismic design grouping and the field category of the combined cofferdam structure, constructing a random seismic dynamic model of the combined cofferdam structure model, 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 the combined cofferdam 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 the main component, introducing a temperature correction coefficient, and when W is the local average temperature W, obtaining a 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:

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

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) carrying out dual dynamic reliability evaluation on the combined cofferdam structure model through MATLAB, if the evaluation is qualified, carrying out combined cofferdam construction according to the combined cofferdam structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, redesigning.

Preferably, when the dual dynamic reliability of the combined weir 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、ψ₂When the combined cofferdam structure model is larger than 0, the combined cofferdam structure model meets the design requirement and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the combined cofferdam structure design is needed 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 combined cofferdam structure by adopting a dual dynamic reliability calculation method, carrying out quantitative control design on the combined cofferdam structure, and then carrying out combined cofferdam construction according to a qualified evaluation combined cofferdam structure model, thereby ensuring and improving the seismic strength of the combined cofferdam structure; the dual dynamic reliability calculation of the combined cofferdam 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 precision of quantitative control design of the combined cofferdam 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 combined cofferdam construction method under the complex geological condition as shown in figure 1 comprises the following steps:

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

(2) according to the local seismic fortification intensity, the seismic design grouping and the field category of the combined cofferdam structure, constructing a random seismic dynamic model of the combined cofferdam structure model, 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 the combined cofferdam 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 the main component, introducing a temperature correction coefficient, and when W is the local average temperature W, obtaining a 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:

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

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) carrying out dual dynamic reliability evaluation on the combined cofferdam structure model through MATLAB, if the evaluation is qualified, carrying out combined cofferdam construction according to the combined cofferdam structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, redesigning.

Preferably, when the dual dynamic reliability of the combined weir 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、ψ₂When the combined cofferdam structure model is larger than 0, the combined cofferdam structure model meets the design requirement and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the combined cofferdam structure design is needed 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 combined cofferdam structure by adopting a dual dynamic reliability calculation method, carrying out quantitative control design on the combined cofferdam structure, and then carrying out combined cofferdam construction according to a qualified evaluation combined cofferdam structure model, thereby ensuring and improving the seismic strength of the combined cofferdam structure; the dual dynamic reliability calculation of the combined cofferdam 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 precision of quantitative control design of the combined cofferdam 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 combined cofferdam construction method under the complex geological condition as shown in figure 1 comprises the following steps:

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

(2) according to the local seismic fortification intensity, the seismic design grouping and the field category of the combined cofferdam structure, constructing a random seismic dynamic model of the combined cofferdam structure model, 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, and carrying out experimental research on the main component according to the performance parametersConstructing a damage model of a combined cofferdam structure, 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 when W is>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:

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

where η is the energy dissipation factor, S_jIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50 percent of 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) carrying out dual dynamic reliability evaluation on the combined cofferdam structure model through MATLAB, if the evaluation is qualified, carrying out combined cofferdam construction according to the combined cofferdam structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, redesigning.

Preferably, when the dual dynamic reliability of the combined weir 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、ψ₂When the combined cofferdam structure model is larger than 0, the combined cofferdam structure model meets the design requirement and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the combined cofferdam structure design is needed 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 combined cofferdam structure by adopting a dual dynamic reliability calculation method, carrying out quantitative control design on the combined cofferdam structure, and then carrying out combined cofferdam construction according to a qualified evaluation combined cofferdam structure model, thereby ensuring and improving the seismic strength of the combined cofferdam structure; the dual dynamic reliability calculation of the combined cofferdam 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 precision of quantitative control design of the combined cofferdam structure is improved; on the premise of satisfying structural safety, P₂The value may be adapted within a range according to its initial valueThe efficiency can be greatly improved, the cost is saved, the potential safety hazard can be greatly reduced, and the structural safety is greatly improved by adjusting; 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 combined cofferdam construction method under the complex geological condition as shown in figure 1 comprises the following steps:

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

(2) according to the local seismic fortification intensity, the seismic design grouping and the field category of the combined cofferdam structure, constructing a random seismic dynamic model of the combined cofferdam structure model, 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 the combined cofferdam 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 the main component, introducing a temperature correction coefficient, and when W is the local average temperature W, obtaining a temperature correction coefficient>W₀Time, temperature correction coefficientWhen W is less than or equal to W₀Time, temperature correction coefficientIn addition, the specific construction condition and the local natural environment are considered to have great influence on the performance parameters of the componentAnd further influencing the damage index phi, introducing a construction factor and an environmental factor which are all between 0 and 1, and influencing the damage index phi by respective weights a, b and c, wherein the calculation formula of the damage index phi is as follows:

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

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) carrying out dual dynamic reliability evaluation on the combined cofferdam structure model through MATLAB, if the evaluation is qualified, carrying out combined cofferdam construction according to the combined cofferdam structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, redesigning.

Preferably, when the dual dynamic reliability of the combined weir 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、ψ₂When the combined cofferdam structure model is larger than 0, the combined cofferdam structure model meets the design requirement and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the combined cofferdam structure design is needed 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 a displacementVariance, 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 combined cofferdam structure by adopting a dual dynamic reliability calculation method, carrying out quantitative control design on the combined cofferdam structure, and then carrying out combined cofferdam construction according to a qualified evaluation combined cofferdam structure model, thereby ensuring and improving the seismic strength of the combined cofferdam structure; the dual dynamic reliability calculation of the combined cofferdam 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 precision of quantitative control design of the combined cofferdam 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 combined cofferdam construction method under the complex geological condition as shown in figure 1 comprises the following steps:

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

(2) according to the local seismic fortification intensity, the seismic design grouping and the field category of the combined cofferdam structure, constructing a random seismic dynamic model of the combined cofferdam structure model, 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 the combined cofferdam 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 the main component, introducing a temperature correction coefficient, and when W is the local average temperature W, obtaining a 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:

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

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) carrying out dual dynamic reliability evaluation on the combined cofferdam structure model through MATLAB, if the evaluation is qualified, carrying out combined cofferdam construction according to the combined cofferdam structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, redesigning.

Preferably, when the dual dynamic reliability of the combined weir 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、ψ₂When the combined cofferdam structure model is larger than 0, the combined cofferdam structure model meets the design requirement and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the combined cofferdam structure design is needed 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 combined cofferdam structure by adopting a dual dynamic reliability calculation method, carrying out quantitative control design on the combined cofferdam structure, and then carrying out combined cofferdam construction according to a qualified evaluation combined cofferdam structure model, thereby ensuring and improving the seismic strength of the combined cofferdam structure; the dual dynamic reliability calculation of the combined cofferdam 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 precision of quantitative control design of the combined cofferdam 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 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. The combined cofferdam construction method under the complex geological condition is characterized by comprising the following steps of:

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

(2) according to the local seismic fortification intensity, the seismic design grouping and the field category of the combined cofferdam structure, constructing a random seismic dynamic model of the combined cofferdam structure model, 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 the combined cofferdam 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 the main component, introducing a temperature correction coefficient, and when W is the local average temperature W, obtaining a 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, 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) carrying out dual dynamic reliability evaluation on the combined cofferdam structure model through MATLAB, if the evaluation is qualified, carrying out combined cofferdam construction according to the combined cofferdam structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, redesigning.

2. The method for constructing the combined cofferdam under the complicated geological condition as recited in claim 1, wherein when the dual dynamic reliability of the combined cofferdam structure model is evaluated by MATLAB, an evaluation coefficient psi is set, wherein the 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{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}ln(1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}{2ln(1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]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{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}ln(1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}{2ln(1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

if psi₁、ψ₂When the combined cofferdam structure model is larger than 0, the combined cofferdam structure model meets the design requirement and is qualified in evaluation; if only satisfy psi₁If greater than 0, then P is added₂Re-evaluating after adjustment; under other conditions, the combined cofferdam structure design is needed 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。