CN105780799B - A kind of construction method of underground continuous wall in urban construction - Google Patents

A kind of construction method of underground continuous wall in urban construction Download PDF

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CN105780799B
CN105780799B CN201610160926.6A CN201610160926A CN105780799B CN 105780799 B CN105780799 B CN 105780799B CN 201610160926 A CN201610160926 A CN 201610160926A CN 105780799 B CN105780799 B CN 105780799B
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wall structure
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CN105780799A (en
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詹欣扬
齐晓建
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Shenzhen professional foundation engineering Co., Ltd.
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Shenzhen Chen Ri Industrial Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00Foundations as substructures
    • E02D27/32Foundations for special purposes
    • E02D27/34Foundations for sinking or earthquake territories

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

A kind of construction method of underground continuous wall in urban construction
Technical field
The present invention relates to construction of diaphragm wall field, and in particular to a kind of construction of diaphragm wall in urban construction Method.
Background technology
In correlation technique, when carrying out continuous underground wall structure construction, main member (such as wall of continuous underground wall structure Beam, plate etc.) parameter selection continue to use canonical parameter in technical specification.
By the earthquake intensity in continuous underground wall structure institute possession is different with Types of Earthquakes, it is designed according to correlation technique Continuous underground wall structure anti-seismic performance it is poor to adapting to local desired flexibility, on the other hand, lack and connect for underground The method of the anti-seismic performance rapid evaluation of continuous wall construction.
The content of the invention
In view of the above-mentioned problems, the present invention provides a kind of construction method of underground continuous wall in urban construction.
The purpose of the present invention is realized using following technical scheme:
A kind of construction method of underground continuous wall in urban construction, comprise the following steps:
(1) by CAD Primary Construction continuous underground wall structure model, and continuous underground wall structure is determined The main member of model;
(2) according to local seismic fortification intensity, Aseismic Design packet and continuous underground wall structure property classification, structure The stochastic seismic model of continuous underground wall structure model, the displacement of the corresponding main member of generation and the power spectrum of speed Spend function;
(3) corresponding displacement power is calculated according to the power spectral density function of the displacement of the main member and speed Spectrum density and speed-power spectrum density, integral and calculating is carried out to the displacement power spectral density and speed-power spectrum density, obtained The square difference of displacement and velocity variance of corresponding main member;
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the property The damage model of energy parameter structure continuous underground wall structure, calculates damage index Φ, considers local mean temperature W to main member The influence of performance parameter, temperature correction coefficient δ is introduced, works as W>W0When, temperature correction coefficientAs W≤W0When, Temperature correction coefficientConsider that Specific construction situation, local natural environment can be to main member performances in addition Parameter produces considerable influence, and then has influence on damage index Φ, introduces the construction factor and envirment factor, between 0 to 1, Damage index Φ is influenceed with respective weight a, b, c, damage index Φ calculation formula is:
Wherein, δ1Represent the construction factor, δ2Envirment factor is represented, η is Energy consumption fact, SjFor extreme displacement, Q is in the wrong Load is taken, T is Earthquake Intensity more than the vibrations moment of 50% peak value, SmFor dominant bit of the main member within [0, the T] period Move, E (T) is accumulation hysteresis power consumption of the main member within [0, the T] period;
(5) dual dynamic Reliability assessment is carried out to diaphram wall structural model by MATLAB, if assessment is qualified, It can then be constructed according to continuous underground wall structure model, if assessment is unqualified, be likely to result in corresponding potential safety hazard, Then need to be redesigned.
Preferably, when carrying out dual dynamic Reliability assessment to diaphram wall structural model by MATLAB, setting is commented Estimate coefficient ψ, wherein metewand ψ calculation formula is:
Wherein,
If ψ1、ψ20 is all higher than, continuous underground wall structure model meets design requirement, and it is qualified to assess;If only meet ψ1It is more than 0, then to P2Reappraised after being adjusted;Remaining situation, continuous underground wall structure design need to be re-started;
Wherein, 0≤t≤T, t represent a time point in [0, the T] period, and A is the story drift boundary value of setting, Φ0For the accumulated damage index boundary value of setting, story drift boundary value a and accumulated damage index boundary value Φ0According to earthquake Type determines;σ v (x) are that velocity standard is poor, and σ s (x) are that shift standards are poor, σ2S (x) is square difference of displacement, mΦRefer to for accumulated damage Several averages, σΦ 2For the standard deviation of accumulated damage index, P1For the first standard reliability of setting, P2For the second standard of setting Reliability;
The P1、P2Setting range be 90%~99.9%, P1Value determines in advance according to the purposes of structure, P2Value can root According to its initial value P '2Adaptively adjusted in the range of, specific adjustment mode is:
When assessing qualified, P2=P '2
When assessment is unqualified and meets ψ1During more than 0, P2=P2min
Beneficial effects of the present invention are:Continuous underground wall structure is built using dual dynamic reliability degree calculation method, with right Structure carries out quantitative control design case, is then constructed according to the qualified continuous underground wall structure model of design, so as to ensure simultaneously Improve the shock strength of continuous underground wall structure;The dual dynamic reliability calculating of continuous underground wall structure has been simplified, has been improved The speed of design;Temperature correction coefficient, the construction factor and envirment factor are introduced, carries out damage index Φ calculating, is improved pair Structure carries out the precision of quantitative control design case;On the premise of structure safety is met, P2Value can be according to its initial value in the range of Adaptively adjusted, efficiency can be greatly improved, it is cost-effective;Shock resistance is carried out to the dual reliability of continuous underground wall structure The assessment of energy aspect, can greatly reduce potential safety hazard, greatly improve safety of structure.
Brief description of the drawings
Using accompanying drawing, the invention will be further described, but the embodiment in accompanying drawing does not form any limit to the present invention System, for one of ordinary skill in the art, on the premise of not paying creative work, can also be obtained according to the following drawings Other accompanying drawings.
Fig. 1 is flow chart of the method for the present invention.
Embodiment
The invention will be further described with the following Examples.
Embodiment 1:A kind of construction method of underground continuous wall in urban construction as shown in Figure 1, comprises the following steps:
(1) by CAD Primary Construction continuous underground wall structure model, and continuous underground wall structure is determined The main member of model;
(2) according to local seismic fortification intensity, Aseismic Design packet and continuous underground wall structure property classification, structure The stochastic seismic model of continuous underground wall structure model, the displacement of the corresponding main member of generation and the power spectrum of speed Spend function;
(3) corresponding displacement power is calculated according to the power spectral density function of the displacement of the main member and speed Spectrum density and speed-power spectrum density, integral and calculating is carried out to the displacement power spectral density and speed-power spectrum density, obtained The square difference of displacement and velocity variance of corresponding main member;
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the property The damage model of energy parameter structure continuous underground wall structure, calculates damage index Φ, considers local mean temperature W to main member The influence of performance parameter, temperature correction coefficient δ is introduced, works as W>W0When, temperature correction coefficientAs W≤W0When, Temperature correction coefficientConsider that Specific construction situation, local natural environment can be to main member performances in addition Parameter produces considerable influence, and then has influence on damage index Φ, introduces the construction factor and envirment factor, between 0 to 1, Damage index Φ is influenceed with respective weight a, b, c, damage index Φ calculation formula is:
Wherein, δ1Represent the construction factor, δ2Envirment factor is represented, η is Energy consumption fact, SjFor extreme displacement, Q is in the wrong Load is taken, T is Earthquake Intensity more than the vibrations moment of 50% peak value, SmFor dominant bit of the main member within [0, the T] period Move, E (T) is accumulation hysteresis power consumption of the main member within [0, the T] period;
(5) dual dynamic Reliability assessment is carried out to diaphram wall structural model by MATLAB, if assessment is qualified, It can then be constructed according to continuous underground wall structure model, if assessment is unqualified, be likely to result in corresponding potential safety hazard, Then need to be redesigned.
Preferably, when carrying out dual dynamic Reliability assessment to diaphram wall structural model by MATLAB, setting is commented Estimate coefficient ψ, wherein metewand ψ calculation formula is:
Wherein,
If ψ1、ψ20 is all higher than, continuous underground wall structure model meets design requirement, and it is qualified to assess;If only meet ψ1It is more than 0, then to P2Reappraised after being adjusted;Remaining situation, continuous underground wall structure design need to be re-started;
Wherein, 0≤t≤T, t represent a time point in [0, the T] period, and A is the story drift boundary value of setting, Φ0For the accumulated damage index boundary value of setting, story drift boundary value a and accumulated damage index boundary value Φ0According to earthquake Type determines;σ v (x) are that velocity standard is poor, and σ s (x) are that shift standards are poor, σ2S (x) is square difference of displacement, mΦRefer to for accumulated damage Several averages, σΦ 2For the standard deviation of accumulated damage index, P1For the first standard reliability of setting, P2For the second standard of setting Reliability;
The P1、P2Setting range be 90%~99.9%, P1Value determines in advance according to the purposes of structure, P2Value can root According to its initial value P '2Adaptively adjusted in the range of, specific adjustment mode is:
When assessing qualified, P2=P '2
When assessment is unqualified and meets ψ1During more than 0, P2=P2min
In this embodiment:Continuous underground wall structure is built using dual dynamic reliability degree calculation method, to enter to structure The quantitative control design case of row, is then constructed according to the qualified continuous underground wall structure model of design, so as to ensure and improve ground The shock strength of continuous wall construction down;The dual dynamic reliability calculating of continuous underground wall structure has been simplified, has improved design Speed;Temperature correction coefficient, the construction factor and envirment factor are introduced, damage index Φ calculating is carried out, improves and structure is entered The precision of the quantitative control design case of row;On the premise of structure safety is met, P2Value can be carried out certainly according to its initial value in the range of Adjustment is adapted to, efficiency can be greatly improved, it is cost-effective;In terms of anti-seismic performance being carried out to the dual reliability of continuous underground wall structure Assessment, potential safety hazard can be greatly reduced, greatly improve safety of structure;The value of first standard reliability is 90%, if Meter speed improves 50% than correlation technique, and security improves 20% than correlation technique.
Embodiment 2:A kind of construction method of underground continuous wall in urban construction as shown in Figure 1, comprises the following steps:
(1) by CAD Primary Construction continuous underground wall structure model, and continuous underground wall structure is determined The main member of model;
(2) according to local seismic fortification intensity, Aseismic Design packet and continuous underground wall structure property classification, structure The stochastic seismic model of continuous underground wall structure model, the displacement of the corresponding main member of generation and the power spectrum of speed Spend function;
(3) corresponding displacement power is calculated according to the power spectral density function of the displacement of the main member and speed Spectrum density and speed-power spectrum density, integral and calculating is carried out to the displacement power spectral density and speed-power spectrum density, obtained The square difference of displacement and velocity variance of corresponding main member;
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the property The damage model of energy parameter structure continuous underground wall structure, calculates damage index Φ, considers local mean temperature W to main member The influence of performance parameter, temperature correction coefficient δ is introduced, works as W>W0When, temperature correction coefficientAs W≤W0When, Temperature correction coefficientConsider that Specific construction situation, local natural environment can be to main member performances in addition Parameter produces considerable influence, and then has influence on damage index Φ, introduces the construction factor and envirment factor, between 0 to 1, Damage index Φ is influenceed with respective weight a, b, c, damage index Φ calculation formula is:
Wherein, δ1Represent the construction factor, δ2Envirment factor is represented, η is Energy consumption fact, SjFor extreme displacement, Q is in the wrong Load is taken, T is Earthquake Intensity more than the vibrations moment of 50% peak value, SmFor dominant bit of the main member within [0, the T] period Move, E (T) is accumulation hysteresis power consumption of the main member within [0, the T] period;
(5) dual dynamic Reliability assessment is carried out to diaphram wall structural model by MATLAB, if assessment is qualified, It can then be constructed according to continuous underground wall structure model, if assessment is unqualified, be likely to result in corresponding potential safety hazard, Then need to be redesigned.
Preferably, when carrying out dual dynamic Reliability assessment to diaphram wall structural model by MATLAB, setting is commented Estimate coefficient ψ, wherein metewand ψ calculation formula is:
Wherein,
If ψ1、ψ20 is all higher than, continuous underground wall structure model meets design requirement, and it is qualified to assess;If only meet ψ1It is more than 0, then to P2Reappraised after being adjusted;Remaining situation, continuous underground wall structure design need to be re-started;
Wherein, 0≤t≤T, t represent a time point in [0, the T] period, and A is the story drift boundary value of setting, Φ0For the accumulated damage index boundary value of setting, story drift boundary value a and accumulated damage index boundary value Φ0According to earthquake Type determines;σ v (x) are that velocity standard is poor, and σ s (x) are that shift standards are poor, σ2S (x) is square difference of displacement, mΦRefer to for accumulated damage Several averages, σΦ 2For the standard deviation of accumulated damage index, P1For the first standard reliability of setting, P2For the second standard of setting Reliability;
The P1、P2Setting range be 90%~99.9%, P1Value determines in advance according to the purposes of structure, P2Value can root According to its initial value P '2Adaptively adjusted in the range of, specific adjustment mode is:
When assessing qualified, P2=P '2
When assessment is unqualified and meets ψ1During more than 0, P2=P2min
In this embodiment:Continuous underground wall structure is built using dual dynamic reliability degree calculation method, to enter to structure The quantitative control design case of row, is then constructed according to the qualified continuous underground wall structure model of design, so as to ensure and improve ground The shock strength of continuous wall construction down;The dual dynamic reliability calculating of continuous underground wall structure has been simplified, has improved design Speed;Temperature correction coefficient, the construction factor and envirment factor are introduced, damage index Φ calculating is carried out, improves and structure is entered The precision of the quantitative control design case of row;On the premise of structure safety is met, P2Value can be carried out certainly according to its initial value in the range of Adjustment is adapted to, efficiency can be greatly improved, it is cost-effective;In terms of anti-seismic performance being carried out to the dual reliability of continuous underground wall structure Assessment, potential safety hazard can be greatly reduced, greatly improve safety of structure;The value of first standard reliability is 92%, if Meter speed improves 45% than correlation technique, and security improves 25% than correlation technique.
Embodiment 3:A kind of construction method of underground continuous wall in urban construction as shown in Figure 1, comprises the following steps:
(1) by CAD Primary Construction continuous underground wall structure model, and continuous underground wall structure is determined The main member of model;
(2) according to local seismic fortification intensity, Aseismic Design packet and continuous underground wall structure property classification, structure The stochastic seismic model of continuous underground wall structure model, the displacement of the corresponding main member of generation and the power spectrum of speed Spend function;
(3) corresponding displacement power is calculated according to the power spectral density function of the displacement of the main member and speed Spectrum density and speed-power spectrum density, integral and calculating is carried out to the displacement power spectral density and speed-power spectrum density, obtained The square difference of displacement and velocity variance of corresponding main member;
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the property The damage model of energy parameter structure continuous underground wall structure, calculates damage index Φ, considers local mean temperature W to main member The influence of performance parameter, temperature correction coefficient δ is introduced, works as W>W0When, temperature correction coefficientAs W≤W0When, Temperature correction coefficientConsider that Specific construction situation, local natural environment can be to main member performances in addition Parameter produces considerable influence, and then has influence on damage index Φ, introduces the construction factor and envirment factor, between 0 to 1, Damage index Φ is influenceed with respective weight a, b, c, damage index Φ calculation formula is:
Wherein, δ1Represent the construction factor, δ2Envirment factor is represented, η is Energy consumption fact, SjFor extreme displacement, Q is in the wrong Load is taken, T is Earthquake Intensity more than the vibrations moment of 50% peak value, SmFor dominant bit of the main member within [0, the T] period Move, E (T) is accumulation hysteresis power consumption of the main member within [0, the T] period;
(5) dual dynamic Reliability assessment is carried out to diaphram wall structural model by MATLAB, if assessment is qualified, It can then be constructed according to continuous underground wall structure model, if assessment is unqualified, be likely to result in corresponding potential safety hazard, Then need to be redesigned.
Preferably, when carrying out dual dynamic Reliability assessment to diaphram wall structural model by MATLAB, setting is commented Estimate coefficient ψ, wherein metewand ψ calculation formula is:
Wherein,
If ψ1、ψ20 is all higher than, continuous underground wall structure model meets design requirement, and it is qualified to assess;If only meet ψ1It is more than 0, then to P2Reappraised after being adjusted;Remaining situation, continuous underground wall structure design need to be re-started;
Wherein, 0≤t≤T, t represent a time point in [0, the T] period, and A is the story drift boundary value of setting, Φ0For the accumulated damage index boundary value of setting, story drift boundary value a and accumulated damage index boundary value Φ0According to earthquake Type determines;σ v (x) are that velocity standard is poor, and σ s (x) are that shift standards are poor, σ2S (x) is square difference of displacement, mΦRefer to for accumulated damage Several averages, σΦ 2For the standard deviation of accumulated damage index, P1For the first standard reliability of setting, P2For the second standard of setting Reliability;
The P1、P2Setting range be 90%~99.9%, P1Value determines in advance according to the purposes of structure, P2Value can root According to its initial value P '2Adaptively adjusted in the range of, specific adjustment mode is:
When assessing qualified, P2=P '2
When assessment is unqualified and meets ψ1During more than 0, P2=P2min
In this embodiment:Continuous underground wall structure is built using dual dynamic reliability degree calculation method, to enter to structure The quantitative control design case of row, is then constructed according to the qualified continuous underground wall structure model of design, so as to ensure and improve ground The shock strength of continuous wall construction down;The dual dynamic reliability calculating of continuous underground wall structure has been simplified, has improved design Speed;Temperature correction coefficient, the construction factor and envirment factor are introduced, damage index Φ calculating is carried out, improves and structure is entered The precision of the quantitative control design case of row;On the premise of structure safety is met, P2Value can be carried out certainly according to its initial value in the range of Adjustment is adapted to, efficiency can be greatly improved, it is cost-effective;In terms of anti-seismic performance being carried out to the dual reliability of continuous underground wall structure Assessment, potential safety hazard can be greatly reduced, greatly improve safety of structure;The value of first standard reliability is 94%, if Meter speed improves 40% than correlation technique, and security improves 30% than correlation technique.
Embodiment 4:A kind of construction method of underground continuous wall in urban construction as shown in Figure 1, comprises the following steps:
(1) by CAD Primary Construction continuous underground wall structure model, and continuous underground wall structure is determined The main member of model;
(2) according to local seismic fortification intensity, Aseismic Design packet and continuous underground wall structure property classification, structure The stochastic seismic model of continuous underground wall structure model, the displacement of the corresponding main member of generation and the power spectrum of speed Spend function;
(3) corresponding displacement power is calculated according to the power spectral density function of the displacement of the main member and speed Spectrum density and speed-power spectrum density, integral and calculating is carried out to the displacement power spectral density and speed-power spectrum density, obtained The square difference of displacement and velocity variance of corresponding main member;
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the property The damage model of energy parameter structure continuous underground wall structure, calculates damage index Φ, considers local mean temperature W to main member The influence of performance parameter, temperature correction coefficient δ is introduced, works as W>W0When, temperature correction coefficientAs W≤W0When, Temperature correction coefficientConsider that Specific construction situation, local natural environment can be to main member performances in addition Parameter produces considerable influence, and then has influence on damage index Φ, introduces the construction factor and envirment factor, between 0 to 1, Damage index Φ is influenceed with respective weight a, b, c, damage index Φ calculation formula is:
Wherein, δ1Represent the construction factor, δ2Envirment factor is represented, η is Energy consumption fact, SjFor extreme displacement, Q is in the wrong Load is taken, T is Earthquake Intensity more than the vibrations moment of 50% peak value, SmFor dominant bit of the main member within [0, the T] period Move, E (T) is accumulation hysteresis power consumption of the main member within [0, the T] period;
(5) dual dynamic Reliability assessment is carried out to diaphram wall structural model by MATLAB, if assessment is qualified, It can then be constructed according to continuous underground wall structure model, if assessment is unqualified, be likely to result in corresponding potential safety hazard, Then need to be redesigned.
Preferably, when carrying out dual dynamic Reliability assessment to diaphram wall structural model by MATLAB, setting is commented Estimate coefficient ψ, wherein metewand ψ calculation formula is:
Wherein,
If ψ1、ψ20 is all higher than, continuous underground wall structure model meets design requirement, and it is qualified to assess;If only meet ψ1It is more than 0, then to P2Reappraised after being adjusted;Remaining situation, continuous underground wall structure design need to be re-started;
Wherein, 0≤t≤T, t represent a time point in [0, the T] period, and A is the story drift boundary value of setting, Φ0For the accumulated damage index boundary value of setting, story drift boundary value a and accumulated damage index boundary value Φ0According to earthquake Type determines;σ v (x) are that velocity standard is poor, and σ s (x) are that shift standards are poor, σ2S (x) is square difference of displacement, mΦRefer to for accumulated damage Several averages, σΦ 2For the standard deviation of accumulated damage index, P1For the first standard reliability of setting, P2For the second standard of setting Reliability;
The P1、P2Setting range be 90%~99.9%, P1Value determines in advance according to the purposes of structure, P2Value can root According to its initial value P '2Adaptively adjusted in the range of, specific adjustment mode is:
When assessing qualified, P2=P '2
When assessment is unqualified and meets ψ1During more than 0, P2=P2min。。
In this embodiment:Continuous underground wall structure is built using dual dynamic reliability degree calculation method, to enter to structure The quantitative control design case of row, is then constructed according to the qualified continuous underground wall structure model of design, so as to ensure and improve ground The shock strength of continuous wall construction down;The dual dynamic reliability calculating of continuous underground wall structure has been simplified, has improved design Speed;Temperature correction coefficient, the construction factor and envirment factor are introduced, damage index Φ calculating is carried out, improves and structure is entered The precision of the quantitative control design case of row;On the premise of structure safety is met, P2Value can be carried out certainly according to its initial value in the range of Adjustment is adapted to, efficiency can be greatly improved, it is cost-effective;In terms of anti-seismic performance being carried out to the dual reliability of continuous underground wall structure Assessment, potential safety hazard can be greatly reduced, greatly improve safety of structure;The value of first standard reliability is 96%, if Meter speed improves 35% than correlation technique, and security improves 35% than correlation technique.
Embodiment 5:A kind of construction method of underground continuous wall in urban construction as shown in Figure 1, comprises the following steps:
(1) by CAD Primary Construction continuous underground wall structure model, and continuous underground wall structure is determined The main member of model;
(2) according to local seismic fortification intensity, Aseismic Design packet and continuous underground wall structure property classification, structure The stochastic seismic model of continuous underground wall structure model, the displacement of the corresponding main member of generation and the power spectrum of speed Spend function;
(3) corresponding displacement power is calculated according to the power spectral density function of the displacement of the main member and speed Spectrum density and speed-power spectrum density, integral and calculating is carried out to the displacement power spectral density and speed-power spectrum density, obtained The square difference of displacement and velocity variance of corresponding main member;
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the property The damage model of energy parameter structure continuous underground wall structure, calculates damage index Φ, considers local mean temperature W to main member The influence of performance parameter, temperature correction coefficient δ is introduced, works as W>W0When, temperature correction coefficientAs W≤W0When, Temperature correction coefficientConsider that Specific construction situation, local natural environment can be to main member performances in addition Parameter produces considerable influence, and then has influence on damage index Φ, introduces the construction factor and envirment factor, between 0 to 1, Damage index Φ is influenceed with respective weight a, b, c, damage index Φ calculation formula is:
Wherein, δ1Represent the construction factor, δ2Envirment factor is represented, η is Energy consumption fact, SjFor extreme displacement, Q is in the wrong Load is taken, T is Earthquake Intensity more than the vibrations moment of 50% peak value, SmFor dominant bit of the main member within [0, the T] period Move, E (T) is accumulation hysteresis power consumption of the main member within [0, the T] period;
(5) dual dynamic Reliability assessment is carried out to diaphram wall structural model by MATLAB, if assessment is qualified, It can then be constructed according to continuous underground wall structure model, if assessment is unqualified, be likely to result in corresponding potential safety hazard, Then need to be redesigned.
Preferably, when carrying out dual dynamic Reliability assessment to diaphram wall structural model by MATLAB, setting is commented Estimate coefficient ψ, wherein metewand ψ calculation formula is:
Wherein,
If ψ1、ψ20 is all higher than, continuous underground wall structure model meets design requirement, and it is qualified to assess;If only meet ψ1It is more than 0, then to P2Reappraised after being adjusted;Remaining situation, continuous underground wall structure design need to be re-started;
Wherein, 0≤t≤T, t represent a time point in [0, the T] period, and A is the story drift boundary value of setting, Φ0For the accumulated damage index boundary value of setting, story drift boundary value a and accumulated damage index boundary value Φ0According to earthquake Type determines;σ v (x) are that velocity standard is poor, and σ s (x) are that shift standards are poor, σ2S (x) is square difference of displacement, mΦRefer to for accumulated damage Several averages, σΦ 2For the standard deviation of accumulated damage index, P1For the first standard reliability of setting, P2For the second standard of setting Reliability;
The P1、P2Setting range be 90%~99.9%, P1Value determines in advance according to the purposes of structure, P2Value can root According to its initial value P '2Adaptively adjusted in the range of, specific adjustment mode is:
When assessing qualified, P2=P '2
When assessment is unqualified and meets ψ1During more than 0, P2=P2min
In this embodiment:Continuous underground wall structure is built using dual dynamic reliability degree calculation method, to enter to structure The quantitative control design case of row, is then constructed according to the qualified continuous underground wall structure model of design, so as to ensure and improve ground The shock strength of continuous wall construction down;The dual dynamic reliability calculating of continuous underground wall structure has been simplified, has improved design Speed;Temperature correction coefficient, the construction factor and envirment factor are introduced, damage index Φ calculating is carried out, improves and structure is entered The precision of the quantitative control design case of row;On the premise of structure safety is met, P2Value can be carried out certainly according to its initial value in the range of Adjustment is adapted to, efficiency can be greatly improved, it is cost-effective;In terms of anti-seismic performance being carried out to the dual reliability of continuous underground wall structure Assessment, potential safety hazard can be greatly reduced, greatly improve safety of structure;The value of first standard reliability is 98%, if Meter speed improves 30% than correlation technique, and security improves 40% than correlation technique.
Finally it should be noted that the above embodiments are merely illustrative of the technical solutions of the present invention, rather than the present invention is protected The limitation of scope is protected, although being explained with reference to preferred embodiment to the present invention, one of ordinary skill in the art should Work as understanding, technical scheme can be modified or equivalent substitution, without departing from the reality of technical solution of the present invention Matter and scope.

Claims (1)

1. a kind of construction method of underground continuous wall in urban construction, it is characterized in that, comprise the following steps:
(1) by CAD Primary Construction continuous underground wall structure model, and diaphram wall structural model is determined Main member;
(2) according to local seismic fortification intensity, Aseismic Design packet and continuous underground wall structure property classification, underground is built The stochastic seismic model of diaphragm wall structural model, the displacement of the corresponding main member of generation and the power spectral density letter of speed Number;
(3) corresponding displacement power spectrum is calculated according to the power spectral density function of the displacement of the main member and speed Degree and speed-power spectrum density, integral and calculating is carried out to the displacement power spectral density and speed-power spectrum density, obtained correspondingly The square difference of displacement and velocity variance of main member;
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the performance parameter The damage model of continuous underground wall structure is built, calculates damage index Φ, considers that local mean temperature W joins to main member performance Several influences, temperature correction coefficient δ is introduced, works as W>W0When, temperature correction coefficientAs W≤W0When, temperature is repaiied Positive coefficientConsider that Specific construction situation, local natural environment can produce to main member performance parameter in addition Raw considerable influence, and then damage index Φ is had influence on, the construction factor and envirment factor are introduced, between 0 to 1, with respective Weight a, b, c influence damage index Φ, and damage index Φ calculation formula is:
<mrow> <mi>&amp;Phi;</mi> <mo>=</mo> <mrow> <mo>(</mo> <mn>1</mn> <mo>-</mo> <mi>&amp;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>&amp;delta;</mi> <mi>a</mi> <mo>+</mo> <msub> <mi>&amp;delta;</mi> <mn>1</mn> </msub> <mi>b</mi> <mo>+</mo> <msub> <mi>&amp;delta;</mi> <mn>2</mn> </msub> <mi>c</mi> <mo>)</mo> </mrow> <mo>+</mo> <mi>&amp;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, δ1Represent the construction factor, δ2Envirment factor is represented, η is Energy consumption fact, SjFor extreme displacement, Q is surrender lotus Carry, T is Earthquake Intensity more than the vibrations moment of 50% peak value, SmFor maximum displacement of the main member within [0, the T] period, E (T) it is accumulation hysteresis power consumption of the main member within [0, the T] period;
(5) dual dynamic Reliability assessment is carried out to diaphram wall structural model by MATLAB, can if assessment is qualified To be constructed according to continuous underground wall structure model, if assessment is unqualified, corresponding potential safety hazard is likely to result in, then is needed Redesigned;
Wherein, when carrying out dual dynamic Reliability assessment to diaphram wall structural model by MATLAB, metewand is set ψ, wherein metewand ψ calculation formula are:
<mfenced open = "" close = ""> <mtable> <mtr> <mtd> <mrow> <mi>&amp;psi;</mi> <mo>=</mo> <msub> <mi>&amp;psi;</mi> <mn>1</mn> </msub> <msub> <mi>&amp;psi;</mi> <mn>2</mn> </msub> </mrow> </mtd> </mtr> <mtr> <mtd> <mrow> <mo>=</mo> <mo>{</mo> <mi>exp</mi> <mo>&amp;lsqb;</mo> <mo>-</mo> <msubsup> <mo>&amp;Integral;</mo> <mn>0</mn> <mi>t</mi> </msubsup> <mrow> <mfrac> <mn>1</mn> <mi>&amp;pi;</mi> </mfrac> <mfrac> <mrow> <mi>&amp;sigma;</mi> <mi>v</mi> <mrow> <mo>(</mo> <mi>x</mi> <mo>)</mo> </mrow> </mrow> <mrow> <mi>&amp;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>&amp;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>&amp;rsqb;</mo> <mo>-</mo> <msub> <mi>P</mi> <mn>1</mn> </msub> <mo>}</mo> <mo>&amp;times;</mo> <mo>{</mo> <msubsup> <mo>&amp;Integral;</mo> <mn>0</mn> <msub> <mi>&amp;Phi;</mi> <mn>0</mn> </msub> </msubsup> <mo>&amp;lsqb;</mo> <mfrac> <mn>1</mn> <msqrt> <mrow> <mn>2</mn> <mi>&amp;pi;</mi> <mrow> <mo>(</mo> <mi>ln</mi> <mi>&amp;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>&amp;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>&amp;sigma;</mi> <mi>&amp;Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> <mrow> <msup> <msub> <mi>m</mi> <mi>&amp;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>&amp;sigma;</mi> <mi>&amp;Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> <mrow> <msup> <msub> <mi>m</mi> <mi>&amp;Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> </mfrac> <mo>)</mo> </mrow> </mrow> </mfrac> <mo>&amp;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>&amp;Psi;</mi> <mn>1</mn> </msub> <mo>=</mo> <mo>{</mo> <mi>exp</mi> <mo>&amp;lsqb;</mo> <mo>-</mo> <msubsup> <mo>&amp;Integral;</mo> <mn>0</mn> <mi>t</mi> </msubsup> <mfrac> <mn>1</mn> <mi>&amp;pi;</mi> </mfrac> <mfrac> <mrow> <mi>&amp;sigma;</mi> <mi>v</mi> <mrow> <mo>(</mo> <mi>x</mi> <mo>)</mo> </mrow> </mrow> <mrow> <mi>&amp;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>&amp;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>&amp;rsqb;</mo> <mo>-</mo> <msub> <mi>P</mi> <mn>1</mn> </msub> <mo>}</mo> </mrow>
<mrow> <msub> <mi>&amp;Psi;</mi> <mn>2</mn> </msub> <mo>=</mo> <mo>{</mo> <mrow> <msubsup> <mo>&amp;Integral;</mo> <mn>0</mn> <msub> <mi>&amp;Phi;</mi> <mn>0</mn> </msub> </msubsup> <mrow> <mo>&amp;lsqb;</mo> <mfrac> <mn>1</mn> <msqrt> <mrow> <mn>2</mn> <mi>&amp;pi;</mi> <mrow> <mo>(</mo> <mi>l</mi> <mi>n</mi> <mi>&amp;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>&amp;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>&amp;sigma;</mi> <mi>&amp;Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> <mrow> <msup> <msub> <mi>m</mi> <mi>&amp;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>&amp;sigma;</mi> <mi>&amp;Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> <mrow> <msup> <msub> <mi>m</mi> <mi>&amp;Phi;</mi> </msub> <mn>2</mn> </msup> </mrow> </mfrac> <mo>)</mo> </mrow> </mrow> </mfrac> <mo>&amp;rsqb;</mo> <mi>d</mi> <mi>s</mi> </mrow> </mrow> <mo>-</mo> <msub> <mi>P</mi> <mn>2</mn> </msub> <mo>}</mo> </mrow>
If ψ1、ψ20 is all higher than, continuous underground wall structure model meets design requirement, and it is qualified to assess;If only meet ψ1More than 0, then To P2Reappraised after being adjusted;Remaining situation, continuous underground wall structure design need to be re-started;
Wherein, 0≤t≤T, t represent [0, the T] period in a time point, A be setting story drift boundary value, Φ0For The accumulated damage index boundary value of setting, story drift boundary value a and accumulated damage index boundary value Φ0According to Types of Earthquakes It is determined that;σ v (x) are that velocity standard is poor, and σ s (x) are that shift standards are poor, σ2S (x) is square difference of displacement, mΦFor accumulated damage index Average, σΦ 2For the standard deviation of accumulated damage index, P1For the first standard reliability of setting, P2It is reliable for the second standard of setting Degree;
The P1、P2Setting range be 90%~99.9%, P1Value determines in advance according to the purposes of structure, P2Value can be according at the beginning of it Initial value P2' adaptively adjusted in the range of, specific adjustment mode is:
When assessing qualified, P2=P2′;
When assessment is unqualified and meets ψ1During more than 0, P2=P2min
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JP2001288758A (en) * 2000-04-04 2001-10-19 Nishimatsu Constr Co Ltd Footing earthquake resistant construction and footing earthquake resistance reinforcing method
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
JP2015165065A (en) * 2014-03-01 2015-09-17 大成建設株式会社 liquefaction countermeasure structure

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CN104239736A (en) * 2014-09-25 2014-12-24 广西科技大学 Structure damage diagnosis method based on power spectrum and intelligent algorithms

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Publication number Priority date Publication date Assignee Title
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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