CN105780799B - A kind of construction method of underground continuous wall in urban construction - Google Patents
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Abstract
The invention discloses a kind of construction method of underground continuous wall in urban construction, including build continuous underground wall structure model, build continuous underground wall structure stochastic seismic model, continuous underground wall structure main member displacement and speed-power spectrum density calculate, structure continuous underground wall structure damage model, calculate damage index, dual Reliability assessment carried out to diaphram wall structural model, carries out the step such as construct.The present invention can not only make the anti-seismic performance of continuous underground wall structure adapt to local requirement, and rapid evaluation is carried out to anti-seismic performance, it is often more important that and it can make Reasonable adjustment in time according to assessment result, improve efficiency, it is cost-effective, greatly improve diaphram wall security.
Description
Technical Field
The invention relates to the field of underground continuous wall construction, in particular to an underground continuous wall construction method in urban construction.
Background
In the related art, when the underground continuous wall structure is constructed, the standard parameters in the technical specifications are adopted for the parameter selection of the main components (such as wall beams, plates and the like) of the underground continuous wall structure.
Due to the fact that the seismic intensity and the seismic type of the underground continuous wall structure are different, the seismic performance of the underground continuous wall structure designed according to the related technology is poor in flexibility of adapting to local requirements, and on the other hand, a method for rapidly evaluating the seismic performance of the underground continuous wall structure is lacked.
Disclosure of Invention
In view of the above problems, the present invention provides a method for constructing an underground diaphragm wall in urban construction.
The purpose of the invention is realized by adopting the following technical scheme:
a construction method of an underground diaphragm wall in urban construction comprises the following steps:
(1) preliminarily constructing an underground continuous wall structure model through computer aided design, and determining main components of the underground continuous wall structure model;
(2) constructing a random earthquake motion model of the underground continuous wall structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category to which the underground continuous wall structure belongs, 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 underground continuous wall 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 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 performance parameters of main components, 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:
wherein,1the construction factor is shown as a result of the construction,2representing the environmental factor, η is the energy dissipation factor, SjIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50 percent of peak value,Smis 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) the dual dynamic reliability evaluation is carried out on the underground continuous wall structure model through MATLAB, if the evaluation is qualified, construction can be carried out according to the underground continuous wall structure model, and if the evaluation is unqualified, corresponding potential safety hazards can be caused, and redesign is needed.
Preferably, when dual dynamic reliability evaluation is performed on the underground continuous wall structure model through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:
wherein,
if psi1、ψ2When the values are all larger than 0, the structural model of the underground continuous wall 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 structural design of the underground continuous wall needs to be carried out again;
wherein T is 0. ltoreq. T, and T represents [0, T ≦ T]At a time point in the time interval, A is a set limit value of the interlayer displacement angle, 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, mΦMean value of cumulative Damage index, σΦ 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＝P2min。
The invention has the beneficial effects that: constructing an underground continuous wall structure by adopting a dual dynamic reliability calculation method to carry out quantitative control design on the structure, and then constructing according to a qualified underground continuous wall structure model, thereby ensuring and improving the seismic strength of the underground continuous wall structure; the double dynamic reliability calculation of the underground continuous wall 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 on the 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, and the cost is saved; the evaluation in the aspect of the anti-seismic performance is carried out on the double reliability of the underground diaphragm wall structure, so that 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 flow chart of the method of the present invention.
Detailed Description
The invention is further described with reference to the following examples.
Example 1: a method for constructing an underground diaphragm wall in urban construction as shown in fig. 1, comprising the steps of:
(1) preliminarily constructing an underground continuous wall structure model through computer aided design, and determining main components of the underground continuous wall structure model;
(2) constructing a random earthquake motion model of the underground continuous wall structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category to which the underground continuous wall structure belongs, 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 underground continuous wall 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 temperature correction coefficient>W0Time, temperature correction coefficientWhen W is less than or equal to W0Time, temperature correction coefficientExamination in additionConsidering that specific construction conditions and local natural environment can generate large influence on performance parameters of main components, further influencing a 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 a calculation formula of the damage index phi is as follows:
wherein,1the construction factor is shown as a result of the construction,2representing the environmental factor, η is the energy dissipation factor, SjIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50% peak value, SmIs 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) the dual dynamic reliability evaluation is carried out on the underground continuous wall structure model through MATLAB, if the evaluation is qualified, construction can be carried out according to the underground continuous wall structure model, and if the evaluation is unqualified, corresponding potential safety hazards can be caused, and redesign is needed.
Preferably, when dual dynamic reliability evaluation is performed on the underground continuous wall structure model through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:
wherein,
if psi1、ψ2When the values are all larger than 0, the structural model of the underground continuous wall 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 structural design of the underground continuous wall needs to be carried out again;
wherein T is 0. ltoreq. T, and T represents [0, T ≦ T]At a time point in the time interval, A is a set limit value of the interlayer displacement angle, 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, mΦMean value of cumulative Damage index, σΦ 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＝P2min。
In this embodiment: constructing an underground continuous wall structure by adopting a dual dynamic reliability calculation method to carry out quantitative control design on the structure, and then constructing according to a qualified underground continuous wall structure model, thereby ensuring and improving the seismic strength of the underground continuous wall structure; the double dynamic reliability calculation of the underground continuous wall 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 on the structure is improved; on the premise of satisfying structural safety, P2The value may be based on its initialThe value is adaptively adjusted within the range, so that the efficiency can be greatly improved, and the cost is saved; the double reliability of the underground continuous wall structure is evaluated in the aspect of anti-seismic performance, so that potential safety hazards can be greatly reduced, and the safety of the structure is greatly improved; the value of the first standard reliability is 90%, the design speed is improved by 50% compared with the related technology, and the safety is improved by 20% compared with the related technology.
Example 2: a method for constructing an underground diaphragm wall in urban construction as shown in fig. 1, comprising the steps of:
(1) preliminarily constructing an underground continuous wall structure model through computer aided design, and determining main components of the underground continuous wall structure model;
(2) constructing a random earthquake motion model of the underground continuous wall structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category to which the underground continuous wall structure belongs, 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 underground continuous wall 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 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 performance parameters of main components, 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:
wherein,1the construction factor is shown as a result of the construction,2representing the environmental factor, η is the energy dissipation factor, SjIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50% peak value, SmIs 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) the dual dynamic reliability evaluation is carried out on the underground continuous wall structure model through MATLAB, if the evaluation is qualified, construction can be carried out according to the underground continuous wall structure model, and if the evaluation is unqualified, corresponding potential safety hazards can be caused, and redesign is needed.
Preferably, when dual dynamic reliability evaluation is performed on the underground continuous wall structure model through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:
wherein,
if psi1、ψ2When the values are all larger than 0, the structural model of the underground continuous wall 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 structural design of the underground continuous wall needs to be carried out again;
wherein T is 0. ltoreq. T, and T represents [0, T ≦ T]At a time point in the time interval, A is a set limit value of the interlayer displacement angle, 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, mΦMean value of cumulative Damage index, σΦ 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＝P2min。
In this embodiment: constructing an underground continuous wall structure by adopting a dual dynamic reliability calculation method to carry out quantitative control design on the structure, and then constructing according to a qualified underground continuous wall structure model, thereby ensuring and improving the seismic strength of the underground continuous wall structure; the double dynamic reliability calculation of the underground continuous wall 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 on the 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, and the cost is saved; the double reliability of the underground continuous wall structure is evaluated in the aspect of anti-seismic performance, so that potential safety hazards can be greatly reduced, and the safety of the structure is greatly improved; the value of the first standard reliability is 92%, the design speed is improved by 45% compared with the related technology, and the safety is improved by 25% compared with the related technology.
Example 3: a method for constructing an underground diaphragm wall in urban construction as shown in fig. 1, comprising the steps of:
(1) preliminarily constructing an underground continuous wall structure model through computer aided design, and determining main components of the underground continuous wall structure model;
(2) constructing a random earthquake motion model of the underground continuous wall structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category to which the underground continuous wall structure belongs, 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 underground continuous wall 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 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 performance parameters of main components, 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:
wherein,1the construction factor is shown as a result of the construction,2representing the environmental factor, η is the energy dissipation factor, SjIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50% peak value, SmIs 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) the dual dynamic reliability evaluation is carried out on the underground continuous wall structure model through MATLAB, if the evaluation is qualified, construction can be carried out according to the underground continuous wall structure model, and if the evaluation is unqualified, corresponding potential safety hazards can be caused, and redesign is needed.
Preferably, when dual dynamic reliability evaluation is performed on the underground continuous wall structure model through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:
wherein,
if psi1、ψ2When the values are all larger than 0, the structural model of the underground continuous wall 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 structural design of the underground continuous wall needs to be carried out again;
wherein T is 0. ltoreq. T, and T represents [0, T ≦ T]At a time point in the time interval, A is a set limit value of the interlayer displacement angle, 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, mΦMean value of cumulative Damage index, σΦ 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＝P2min。
In this embodiment: constructing an underground continuous wall structure by adopting a dual dynamic reliability calculation method to carry out quantitative control design on the structure, and then constructing according to a qualified underground continuous wall structure model, thereby ensuring and improving the seismic strength of the underground continuous wall structure; the double dynamic reliability calculation of the underground continuous wall 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 on the 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, and the cost is saved; the double reliability of the underground continuous wall structure is evaluated in the aspect of anti-seismic performance, so that potential safety hazards can be greatly reduced, and the safety of the structure is greatly improved; the value of the first standard reliability is 94%, the design speed is improved by 40% compared with the related technology, and the safety is improved by 30% compared with the related technology.
Example 4: a method for constructing an underground diaphragm wall in urban construction as shown in fig. 1, comprising the steps of:
(1) preliminarily constructing an underground continuous wall structure model through computer aided design, and determining main components of the underground continuous wall structure model;
(2) constructing a random earthquake motion model of the underground continuous wall structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category to which the underground continuous wall structure belongs, 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 underground continuous wall 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 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 performance parameters of main components, 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:
wherein,1the construction factor is shown as a result of the construction,2representing the environmental factor, η is the energy dissipation factor, SjIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50% peak value, SmIs 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) the dual dynamic reliability evaluation is carried out on the underground continuous wall structure model through MATLAB, if the evaluation is qualified, construction can be carried out according to the underground continuous wall structure model, and if the evaluation is unqualified, corresponding potential safety hazards can be caused, and redesign is needed.
Preferably, when dual dynamic reliability evaluation is performed on the underground continuous wall structure model through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:
wherein,
if psi1、ψ2When the values are all larger than 0, the structural model of the underground continuous wall 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 structural design of the underground continuous wall needs to be carried out again;
wherein T is 0. ltoreq. T, and T represents [0, T ≦ T]At a time point in the time interval, A is a set limit value of the interlayer displacement angle, 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, mΦMean value of cumulative Damage index, σΦ 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＝P2min。。
In this embodiment: constructing an underground continuous wall structure by adopting a dual dynamic reliability calculation method to carry out quantitative control design on the structure, and then constructing according to a qualified underground continuous wall structure model, thereby ensuring and improving the seismic strength of the underground continuous wall structure; the double dynamic reliability calculation of the underground continuous wall structure is simplified, and the design speed is improved; temperature correction coefficient, construction factor and environmental factor are introduced to calculate damage index phi, thereby improving the quantitative control of the structureThe precision of the 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, and the cost is saved; the double reliability of the underground continuous wall structure is evaluated in the aspect of anti-seismic performance, so that potential safety hazards can be greatly reduced, and the safety of the structure is greatly improved; the value of the first standard reliability is 96%, the design speed is improved by 35% compared with the related technology, and the safety is improved by 35% compared with the related technology.
Example 5: a method for constructing an underground diaphragm wall in urban construction as shown in fig. 1, comprising the steps of:
(1) preliminarily constructing an underground continuous wall structure model through computer aided design, and determining main components of the underground continuous wall structure model;
(2) constructing a random earthquake motion model of the underground continuous wall structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category to which the underground continuous wall structure belongs, 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 underground continuous wall 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 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 performance parameters of main components, 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:
wherein,1the construction factor is shown as a result of the construction,2representing the environmental factor, η is the energy dissipation factor, SjIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50% peak value, SmIs 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) the dual dynamic reliability evaluation is carried out on the underground continuous wall structure model through MATLAB, if the evaluation is qualified, construction can be carried out according to the underground continuous wall structure model, and if the evaluation is unqualified, corresponding potential safety hazards can be caused, and redesign is needed.
Preferably, when dual dynamic reliability evaluation is performed on the underground continuous wall structure model through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:
wherein,
if psi1、ψ2When the values are all larger than 0, the structural model of the underground continuous wall 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 structural design of the underground continuous wall needs to be carried out again;
wherein T is 0. ltoreq. T, and T represents [0, T ≦ T]At a time point in the time interval, A is a set limit value of the interlayer displacement angle, 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, mΦMean value of cumulative Damage index, σΦ 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＝P2min。
In this embodiment: the underground continuous wall structure is constructed by adopting a dual dynamic reliability calculation method to carry out quantitative control design on the structure, and then construction is carried out according to the underground continuous wall structure model which is qualified in design, so that the seismic strength of the underground continuous wall structure is ensured and improved(ii) a The double dynamic reliability calculation of the underground continuous wall 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 on the 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, and the cost is saved; the double reliability of the underground continuous wall structure is evaluated in the aspect of anti-seismic performance, so that potential safety hazards can be greatly reduced, and the safety of the structure is greatly improved; the value of the first standard reliability is 98%, the design speed is improved by 30% compared with the related technology, and the safety is improved by 40% compared with the related technology.
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 (1)
1. A construction method of an underground continuous wall in urban construction is characterized by comprising the following steps:
(1) preliminarily constructing an underground continuous wall structure model through computer aided design, and determining main components of the underground continuous wall structure model;
(2) constructing a random earthquake motion model of the underground continuous wall structure model according to the local earthquake fortification intensity, the earthquake design grouping and the site category to which the underground continuous wall structure belongs, 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 underground continuous wall 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 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 performance parameters of main components, 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:
<mrow> <mi>&Phi;</mi> <mo>=</mo> <mrow> <mo>(</mo> <mn>1</mn> <mo>-</mo> <mi>&eta;</mi> <mo>)</mo> </mrow> <mfrac> <msub> <mi>S</mi> <mi>m</mi> </msub> <msub> <mi>S</mi> <mi>j</mi> </msub> </mfrac> <mrow> <mo>(</mo> <mi>&delta;</mi> <mi>a</mi> <mo>+</mo> <msub> <mi>&delta;</mi> <mn>1</mn> </msub> <mi>b</mi> <mo>+</mo> <msub> <mi>&delta;</mi> <mn>2</mn> </msub> <mi>c</mi> <mo>)</mo> </mrow> <mo>+</mo> <mi>&eta;</mi> <mfrac> <mrow> <mi>E</mi> <mrow> <mo>(</mo> <mi>T</mi> <mo>)</mo> </mrow> </mrow> <mrow> <msub> <mi>QS</mi> <mi>j</mi> </msub> </mrow> </mfrac> </mrow>
wherein,1the construction factor is shown as a result of the construction,2representing the environmental factor, η is the energy dissipation factor, SjIs ultimate displacement, Q is yield load, T is vibration moment when seismic intensity exceeds 50% peak value, SmIs 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) carrying out dual dynamic reliability evaluation on the underground continuous wall structure model through MATLAB, if the evaluation is qualified, constructing according to the underground continuous wall structure model, and if the evaluation is unqualified, possibly causing corresponding potential safety hazards, redesigning;
when dual dynamic reliability evaluation is carried out on the underground continuous wall structure model through MATLAB, an evaluation coefficient psi is set, wherein a calculation formula of the evaluation coefficient psi is as follows:
<mfenced open = "" close = ""> <mtable> <mtr> <mtd> <mrow> <mi>&psi;</mi> <mo>=</mo> <msub> <mi>&psi;</mi> <mn>1</mn> </msub> <msub> <mi>&psi;</mi> <mn>2</mn> </msub> </mrow> </mtd> </mtr> <mtr> <mtd> <mrow> <mo>=</mo> <mo>{</mo> <mi>exp</mi> <mo>&lsqb;</mo> <mo>-</mo> <msubsup> <mo>&Integral;</mo> <mn>0</mn> <mi>t</mi> </msubsup> <mrow> <mfrac> <mn>1</mn> <mi>&pi;</mi> </mfrac> <mfrac> <mrow> <mi>&sigma;</mi> <mi>v</mi> <mrow> <mo>(</mo> <mi>x</mi> <mo>)</mo> </mrow> </mrow> <mrow> <mi>&sigma;</mi> <mi>s</mi> <mrow> <mo>(</mo> <mi>x</mi> <mo>)</mo> </mrow> </mrow> </mfrac> <mi>exp</mi> </mrow> <mrow> <mo>(</mo> <mo>-</mo> <mfrac> <msup> <mi>A</mi> <mn>2</mn> </msup> <mrow> <mn>2</mn> <msup> <mi>&sigma;</mi> <mn>2</mn> </msup> <mi>s</mi> <mrow> <mo>(</mo> <mi>x</mi> <mo>)</mo> </mrow> </mrow> </mfrac> <mo>)</mo> </mrow> <mi>d</mi> <mi>x</mi> <mo>&rsqb;</mo> <mo>-</mo> <msub> <mi>P</mi> <mn>1</mn> </msub> <mo>}</mo> <mo>&times;</mo> <mo>{</mo> <msubsup> <mo>&Integral;</mo> <mn>0</mn> <msub> <mi>&Phi;</mi> <mn>0</mn> </msub> </msubsup> <mo>&lsqb;</mo> <mfrac> <mn>1</mn> <msqrt> <mrow> <mn>2</mn> <mi>&pi;</mi> <mrow> <mo>(</mo> <mi>ln</mi> <mi>&Phi;</mi> <mo>)</mo> </mrow> <mi>s</mi> </mrow> </msqrt> </mfrac> <mi>exp</mi> <mfrac> <mrow> <mi>ln</mi> <mi> </mi> <msub> <mi>m</mi> <mi>&Phi;</mi> </msub> <mo>-</mo> <mi>ln</mi> <mi> </mi> <mi>s</mi> <mo>-</mo> <mfrac> <mn>1</mn> <mn>2</mn> </mfrac> <mi>ln</mi> <mrow> <mo>(</mo> <mn>1</mn> <mo>+</mo> <mfrac> <mrow> <msup> <msub> <mi>&sigma;</mi> <mi>&Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> <mrow> <msup> <msub> <mi>m</mi> <mi>&Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> </mfrac> <mo>)</mo> </mrow> </mrow> <mrow> <mn>2</mn> <mi>ln</mi> <mrow> <mo>(</mo> <mn>1</mn> <mo>+</mo> <mfrac> <mrow> <msup> <msub> <mi>&sigma;</mi> <mi>&Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> <mrow> <msup> <msub> <mi>m</mi> <mi>&Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> </mfrac> <mo>)</mo> </mrow> </mrow> </mfrac> <mo>&rsqb;</mo> <mi>d</mi> <mi>s</mi> <mo>-</mo> <msub> <mi>P</mi> <mn>2</mn> </msub> <mo>}</mo> </mrow> </mtd> </mtr> </mtable> </mfenced>
wherein,
<mrow> <msub> <mi>&Psi;</mi> <mn>1</mn> </msub> <mo>=</mo> <mo>{</mo> <mi>exp</mi> <mo>&lsqb;</mo> <mo>-</mo> <msubsup> <mo>&Integral;</mo> <mn>0</mn> <mi>t</mi> </msubsup> <mfrac> <mn>1</mn> <mi>&pi;</mi> </mfrac> <mfrac> <mrow> <mi>&sigma;</mi> <mi>v</mi> <mrow> <mo>(</mo> <mi>x</mi> <mo>)</mo> </mrow> </mrow> <mrow> <mi>&sigma;</mi> <mi>s</mi> <mrow> <mo>(</mo> <mi>x</mi> <mo>)</mo> </mrow> </mrow> </mfrac> <mi>exp</mi> <mrow> <mo>(</mo> <mo>-</mo> <mfrac> <msup> <mi>A</mi> <mn>2</mn> </msup> <mrow> <mn>2</mn> <msup> <mi>&sigma;</mi> <mn>2</mn> </msup> <mi>s</mi> <mrow> <mo>(</mo> <mi>x</mi> <mo>)</mo> </mrow> </mrow> </mfrac> <mo>)</mo> </mrow> <mi>d</mi> <mi>x</mi> <mo>&rsqb;</mo> <mo>-</mo> <msub> <mi>P</mi> <mn>1</mn> </msub> <mo>}</mo> </mrow>
<mrow> <msub> <mi>&Psi;</mi> <mn>2</mn> </msub> <mo>=</mo> <mo>{</mo> <mrow> <msubsup> <mo>&Integral;</mo> <mn>0</mn> <msub> <mi>&Phi;</mi> <mn>0</mn> </msub> </msubsup> <mrow> <mo>&lsqb;</mo> <mfrac> <mn>1</mn> <msqrt> <mrow> <mn>2</mn> <mi>&pi;</mi> <mrow> <mo>(</mo> <mi>l</mi> <mi>n</mi> <mi>&Phi;</mi> <mo>)</mo> </mrow> <mi>s</mi> </mrow> </msqrt> </mfrac> <mi>exp</mi> <mfrac> <mrow> <mi>ln</mi> <mi> </mi> <msub> <mi>m</mi> <mi>&Phi;</mi> </msub> <mo>-</mo> <mi>ln</mi> <mi> </mi> <mi>s</mi> <mo>-</mo> <mfrac> <mn>1</mn> <mn>2</mn> </mfrac> <mi>l</mi> <mi>n</mi> <mrow> <mo>(</mo> <mn>1</mn> <mo>+</mo> <mfrac> <mrow> <msup> <msub> <mi>&sigma;</mi> <mi>&Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> <mrow> <msup> <msub> <mi>m</mi> <mi>&Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> </mfrac> <mo>)</mo> </mrow> </mrow> <mrow> <mn>2</mn> <mi>ln</mi> <mrow> <mo>(</mo> <mn>1</mn> <mo>+</mo> <mfrac> <mrow> <msup> <msub> <mi>&sigma;</mi> <mi>&Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> <mrow> <msup> <msub> <mi>m</mi> <mi>&Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> </mfrac> <mo>)</mo> </mrow> </mrow> </mfrac> <mo>&rsqb;</mo> <mi>d</mi> <mi>s</mi> </mrow> </mrow> <mo>-</mo> <msub> <mi>P</mi> <mn>2</mn> </msub> <mo>}</mo> </mrow>
if psi1、ψ2When the values are all larger than 0, the structural model of the underground continuous wall 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 structural design of the underground continuous wall needs to be carried out again;
wherein T is 0. ltoreq. T, and T represents [0, T ≦ T]At a time point in the time interval, A is a set limit value of the interlayer displacement angle, 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, mΦMean value of cumulative Damage index, σΦ 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 based on its initial value P2The self-adaptive adjustment is carried out in the range, and the specific adjustment mode is as follows:
when the evaluation is passed, P2＝P2′；
When the evaluation is not qualified and satisfies psi1When greater than 0, P2＝P2min。
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| CN1075523A (en) * | 1992-10-30 | 1993-08-25 | 胡玉禄 | Seepage-proof wall building method using underground pure clay and material |
| JP2001288758A (en) * | 2000-04-04 | 2001-10-19 | Nishimatsu Constr Co Ltd | Footing earthquake resistant construction and footing earthquake resistance reinforcing method |
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| CN1075523A (en) * | 1992-10-30 | 1993-08-25 | 胡玉禄 | Seepage-proof wall building method using underground pure clay and material |
| JP2001288758A (en) * | 2000-04-04 | 2001-10-19 | Nishimatsu Constr Co Ltd | Footing earthquake resistant construction and footing earthquake resistance reinforcing method |
| JP2015165065A (en) * | 2014-03-01 | 2015-09-17 | 大成建設株式会社 | Liquefaction countermeasure structure |
| CN103967033A (en) * | 2014-04-25 | 2014-08-06 | 长江勘测规划设计研究有限责任公司 | Hydropower house foundation handling method |
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