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 PDFInfo
- Publication number
- 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
- Authority
- CN
- China
- Prior art keywords
- mrow
- msub
- mfrac
- msup
- wall structure
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
- 238000010276 construction Methods 0.000 title claims abstract description 66
- 238000006073 displacement reaction Methods 0.000 claims abstract description 51
- 230000009977 dual effect Effects 0.000 claims abstract description 33
- 238000001228 spectrum Methods 0.000 claims abstract description 28
- 238000004364 calculation method Methods 0.000 claims description 20
- 230000003595 spectral effect Effects 0.000 claims description 15
- 238000009825 accumulation Methods 0.000 claims description 7
- 238000005265 energy consumption Methods 0.000 claims description 7
- 240000002853 Nelumbo nucifera Species 0.000 claims 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 claims 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 claims 1
- 238000011156 evaluation Methods 0.000 abstract description 2
- 238000000034 method Methods 0.000 description 14
- 230000035939 shock Effects 0.000 description 7
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/34—Foundations for sinking or earthquake territories
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Geophysics And Detection Of Objects (AREA)
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 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>&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, 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>&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 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。
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610160926.6A CN105780799B (en) | 2016-03-21 | 2016-03-21 | A kind of construction method of underground continuous wall in urban construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610160926.6A CN105780799B (en) | 2016-03-21 | 2016-03-21 | A kind of construction method of underground continuous wall in urban construction |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105780799A CN105780799A (en) | 2016-07-20 |
| CN105780799B true CN105780799B (en) | 2017-11-10 |
Family
ID=56393045
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610160926.6A Expired - Fee Related CN105780799B (en) | 2016-03-21 | 2016-03-21 | A kind of construction method of underground continuous wall in urban construction |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105780799B (en) |
Citations (4)
| 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 |
| 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 |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
-
2016
- 2016-03-21 CN CN201610160926.6A patent/CN105780799B/en not_active Expired - Fee Related
Patent Citations (4)
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105780799A (en) | 2016-07-20 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103020423B (en) | The method of output of wind electric field correlation properties is obtained based on copula function | |
| CN104050604B (en) | Electric power system static safety assessment method based on probabilistic tide | |
| CN109460566A (en) | A kind of pneumatic Robust Optimal Design method of pneumatic equipment bladess inside thick wing type | |
| CN104612892A (en) | Multi-disciplinary optimization design method for airfoil profile of wind turbine | |
| CN104504456B (en) | A kind of transmission system planing method of applied probability distribution robust optimization | |
| CN105760628A (en) | Construction method of multi-storey residential structure | |
| Amin et al. | Effects of Side Ratio on Wind‐Induced Pressure Distribution on Rectangular Buildings | |
| Strati et al. | Performance optimization of a U-Oscillating-Water-Column wave energy harvester | |
| CN102567633B (en) | Shore bridge structure wind vibration fatigue reliability forecasting method based on probability accumulated damage | |
| CN105631101A (en) | Method for analyzing ship lift tower structure dynamic distribution coefficients under seismic actions | |
| CN104182598A (en) | Constraint damping structure optimizing and designing method based on level set method | |
| CN106682283B (en) | A kind of consideration wind pressure relevance and wind speed direction metal Roof disaster caused by a windstorm estimation method | |
| CN105780799B (en) | A kind of construction method of underground continuous wall in urban construction | |
| CN111062154A (en) | Fluid-solid coupling calculation method for buildings in canal system of south-to-north water diversion | |
| CN105781211B (en) | A kind of construction method of steel tube tower in electric transmission line | |
| CN105822319A (en) | Highway tunnel structure construction method | |
| CN105780789B (en) | The anchoring process of steel cofferdam structure | |
| CN105781109B (en) | Construction method for reinforced concrete prefabricated integrally cast house structure | |
| CN105740586A (en) | Combined cofferdam construction method under complicated geological conditions | |
| CN105808879A (en) | Construction method for earthquake-resistant ecological retaining wall | |
| CN105839581B (en) | A kind of gravity dam and the construction method of the draw bail of unfavorable geology bank slope | |
| CN105804009B (en) | The construction method of water channel, river course both sides side slope antidetonation guard system | |
| CN105844003A (en) | Construction method for building slope roof beam | |
| Kumar et al. | Comparitive CFD analysis of darrieus wind turbine with NTU-20-V and NACA0018 airfoils | |
| CN105808876A (en) | Steel truss girder cable-stayed bridge main tower pier top steel girder erection method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB03 | Change of inventor or designer information |
Inventor after: Zhan Xinyang Inventor after: Qi Xiaojian Inventor before: Pan Yan |
|
| CB03 | Change of inventor or designer information | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20171009 Address after: 518000 Guangdong Shenzhen New District, Longhua District, Longhua Street East Ring two road Longhua environmental protection comprehensive building seventh layer 701B Applicant after: Shenzhen Chen RI Industrial Co., Ltd. Address before: Gulou road Zhenhai District 315200 Zhejiang city of Ningbo province No. 32 Applicant before: Pan Yan |
|
| TA01 | Transfer of patent application right | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP03 | Change of name, title or address | ||
| CP03 | Change of name, title or address |
Address after: 518000 in Futian District, Futian District, Futian street, Riverside Avenue, Nanking riverside era building, 1508 Patentee after: Shenzhen professional foundation engineering Co., Ltd. Address before: 518000 Guangdong Shenzhen New District, Longhua District, Longhua Street East Ring two road Longhua environmental protection comprehensive building seventh layer 701B Patentee before: Shenzhen Chen RI Industrial Co., Ltd. |
|
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20171110 Termination date: 20200321 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |