CN105781109B - Construction method for reinforced concrete prefabricated integrally cast house structure - Google Patents
Construction method for reinforced concrete prefabricated integrally cast house structure Download PDFInfo
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- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 124
- 238000010276 construction Methods 0.000 title claims abstract description 51
- 238000006073 displacement reaction Methods 0.000 claims abstract description 46
- 230000003595 spectral effect Effects 0.000 claims abstract description 22
- 230000009977 dual effect Effects 0.000 claims description 32
- 238000001228 spectrum Methods 0.000 claims description 21
- 238000004364 calculation method Methods 0.000 claims description 20
- 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
- 238000009435 building construction Methods 0.000 claims 1
- 239000011229 interlayer Substances 0.000 claims 1
- 238000011156 evaluation Methods 0.000 abstract description 3
- 238000005266 casting Methods 0.000 abstract 6
- 238000000034 method Methods 0.000 description 10
- 238000005516 engineering process Methods 0.000 description 6
- 230000035939 shock Effects 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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Abstract
The invention discloses a construction method of a reinforced concrete prefabricated integral-casting house structure, which comprises the steps of constructing a reinforced concrete prefabricated integral-casting house structure model, constructing a random earthquake dynamic model of the reinforced concrete prefabricated integral-casting house structure, calculating the displacement and speed power spectral density of main components of the reinforced concrete prefabricated integral-casting house structure, constructing a reinforced concrete prefabricated integral-casting house structure damage model, calculating a damage index, carrying out double reliability evaluation on the reinforced concrete prefabricated integral-casting house structure model, carrying out construction and the like. The invention not only can make the anti-seismic performance of the reinforced concrete precast integral-cast house structure adapt to local requirements, and quickly evaluate the anti-seismic performance, but also can make reasonable adjustment in time according to the evaluation result, thereby improving the efficiency, saving the cost and greatly improving the structural safety of the reinforced concrete precast integral-cast house structure.
Description
Technical field
The present invention relates to building structure construction field, and in particular to a kind of whole construction party for pouring building structure of Prefabricated reinforced concrete
Method.
Background technology
In correlation technique, when carrying out that Prefabricated reinforced concrete is whole to pour building structure construction, Prefabricated reinforced concrete is whole to pour building structure
The canonical parameter in technical specification is continued to use in the parameter selection of main member (such as floor, composite beam, shear wall).
The earthquake intensity that building structure institute possession is poured by Prefabricated reinforced concrete is whole is different with Types of Earthquakes, according to correlation technique
Flexibility of the whole anti-seismic performance for pouring building structure of Prefabricated reinforced concrete being designed to adapting to local requirement is poor, the opposing party
Face, lacks the method for the whole anti-seismic performance rapid evaluation for pouring building structure of Prefabricated reinforced concrete.
The content of the invention
In view of the above-mentioned problems, the present invention provides a kind of whole construction method for pouring building structure of Prefabricated reinforced concrete.
The purpose of the present invention is realized using following technical scheme：
A kind of whole construction method for pouring building structure of Prefabricated reinforced concrete, comprises the following steps：
(1) building structure model is poured by the way that CAD Primary Construction Prefabricated reinforced concrete is whole, and determines reinforced concrete
The main member of integral precast building structure model；
(2) according to local seismic fortification intensity, Aseismic Design packet and Prefabricated reinforced concrete is whole pours building structure property
Classification, builds the whole stochastic seismic model for pouring building structure model of Prefabricated reinforced concrete, the position of the generation correspondence main member
Move the power spectral density function with speed；
(3) calculated according to the power spectral density function of the displacement of the main member and speed and obtain corresponding displacement power
Spectrum density and speed-power spectrum density, are integrated calculating to the displacement power spectral density and speed-power spectrum density, obtain
The square difference of displacement and velocity variance of correspondence main member；
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the property
Can the parameter structure whole damage model for pouring building structure of Prefabricated reinforced concrete, calculating damage index Φ, it is considered to local W pairs of mean temperature
The influence of main member performance parameter, introduces temperature correction coefficient δ, works as W>W0When, temperature correction coefficientWhen
W≤W0When, temperature correction coefficientConsider that Specific construction situation, local natural environment can be to components in addition
Performance parameter produces considerable influence, and then has influence on damage index Φ, introduces the construction factor and envirment factor, between 0 to 1 it
Between, damage index Φ is influenceed with respective weight d, b, c, damage index Φ calculation formula is：
Wherein, η is Energy consumption fact, δ1Represent the construction factor, δ2Represent envirment factor, 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 by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete, if
It is qualified to assess, then can be constructed, if assessment is unqualified, may made according to the whole building structure model that pours of Prefabricated reinforced concrete
Into corresponding potential safety hazard, then need to be redesigned.
It is preferred that, dual dynamic Reliability assessment is carried out by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete
When, metewand ψ is set, and wherein metewand ψ calculation formula is：
Wherein,
If ψ1、ψ20 is all higher than, the whole building structure model that pours of Prefabricated reinforced concrete meets design requirement, and it is qualified to assess；If only full
Sufficient ψ1More than 0, then to P2Reappraised after being adjusted；Remaining situation, need to re-start the whole building structure that pours of Prefabricated reinforced concrete and set
Meter；
Wherein, 0≤t≤T, a are 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 Φ0Determined according to Types of Earthquakes；σ v (x) are that velocity standard is poor, σ s
(x) it is poor for shift standards, σ2S (x) is square difference of displacement, mΦFor the average of accumulated damage index, σΦ 2For the mark of accumulated damage index
Poor, the P of standard1For the first standard reliability of setting, P2For the second standard reliability of setting；
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：Build that Prefabricated reinforced concrete is whole pours house knot using dual dynamic reliability degree calculation method
Structure, to carry out quantitative control design case to structure, then according to designing, qualified Prefabricated reinforced concrete is whole to pour the progress of building structure model
Construction, so as to ensure and improve the whole shock strength for pouring building structure of Prefabricated reinforced concrete；Simplify that Prefabricated reinforced concrete is whole to pour house
The dual dynamic reliability calculating of structure, improves the speed of design；Introduce temperature correction coefficient, construction the factor and environment because
Son, carries out damage index Φ calculating, improves the precision that quantitative control design case is carried out to structure；Before structure safety is met
Put, P2Value can adaptively be adjusted according to its initial value in the range of, can greatly improve efficiency, cost-effective；To steel
Assessment in terms of the dual reliability progress anti-seismic performance of muscle concrete integral precast building structure, can greatly reduce potential safety hazard, greatly
It is big to 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 constitute 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：The whole construction method for pouring building structure of a kind of Prefabricated reinforced concrete as shown in Figure 1, comprises the following steps：
(1) building structure model is poured by the way that CAD Primary Construction Prefabricated reinforced concrete is whole, and determines reinforced concrete
The main member of integral precast building structure model；
(2) according to local seismic fortification intensity, Aseismic Design packet and Prefabricated reinforced concrete is whole pours building structure property
Classification, builds the whole stochastic seismic model for pouring building structure model of Prefabricated reinforced concrete, the position of the generation correspondence main member
Move the power spectral density function with speed；
(3) calculated according to the power spectral density function of the displacement of the main member and speed and obtain corresponding displacement power
Spectrum density and speed-power spectrum density, are integrated calculating to the displacement power spectral density and speed-power spectrum density, obtain
The square difference of displacement and velocity variance of correspondence main member；
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the property
Can the parameter structure whole damage model for pouring building structure of Prefabricated reinforced concrete, calculating damage index Φ, it is considered to local W pairs of mean temperature
The influence of main member performance parameter, introduces temperature correction coefficient δ, works as W>W0When, temperature correction coefficient
As W≤W0When, temperature correction coefficientConsider that Specific construction situation, local natural environment can be to structures in addition
Part performance parameter produces considerable influence, and then has influence on damage index Φ, the construction factor and envirment factor is introduced, between 0 to 1
Between, damage index Φ is influenceed with respective weight d, b, c, damage index Φ calculation formula is：
Wherein, η is Energy consumption fact, δ1Represent the construction factor, δ2Represent envirment factor, 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 by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete, if
It is qualified to assess, then can be constructed, if assessment is unqualified, may made according to the whole building structure model that pours of Prefabricated reinforced concrete
Into corresponding potential safety hazard, then need to be redesigned.
It is preferred that, dual dynamic Reliability assessment is carried out by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete
When, metewand ψ is set, and wherein metewand ψ calculation formula is：
Wherein,
If ψ1、ψ20 is all higher than, the whole building structure model that pours of Prefabricated reinforced concrete meets design requirement, and it is qualified to assess；If only full
Sufficient ψ1More than 0, then to P2Reappraised after being adjusted；Remaining situation, need to re-start the whole building structure that pours of Prefabricated reinforced concrete and set
Meter；
Wherein, 0≤t≤T, a are 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 Φ0Determined according to Types of Earthquakes；σ v (x) are that velocity standard is poor, σ s
(x) it is poor for shift standards, σ2S (x) is square difference of displacement, mΦFor the average of accumulated damage index, σΦ 2For the mark of accumulated damage index
Poor, the P of standard1For the first standard reliability of setting, P2For the second standard reliability of setting；
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 P2' adaptively 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：Build that Prefabricated reinforced concrete is whole pours building structure using dual dynamic reliability degree calculation method, with
Quantitative control design case is carried out to structure, is then constructed according to the qualified whole building structure model that pours of Prefabricated reinforced concrete of design,
So as to ensure and improve the whole shock strength for pouring building structure of Prefabricated reinforced concrete；The whole building structure of pouring of Prefabricated reinforced concrete is simplified
Dual dynamic reliability calculating, improves the speed of design；Temperature correction coefficient, the construction factor and envirment factor are introduced, is carried out
Damage index Φ calculating, improves the precision that quantitative control design case is carried out to structure；On the premise of structure safety is met, P2
Value can adaptively be adjusted according to its initial value in the range of, can greatly improve efficiency, cost-effective；To Prefabricated reinforced concrete
The whole assessment poured in terms of the dual reliability of building structure carries out anti-seismic performance, can greatly reduce potential safety hazard, greatly improve knot
Structure security；The value of first standard reliability is 90%, and desin speed improves 50% than correlation technique, and security is than related
Technology improves 20%.
Embodiment 2：The whole construction method for pouring building structure of a kind of Prefabricated reinforced concrete as shown in Figure 1, comprises the following steps：
(1) building structure model is poured by the way that CAD Primary Construction Prefabricated reinforced concrete is whole, and determines reinforced concrete
The main member of integral precast building structure model；
(2) according to local seismic fortification intensity, Aseismic Design packet and Prefabricated reinforced concrete is whole pours building structure property
Classification, builds the whole stochastic seismic model for pouring building structure model of Prefabricated reinforced concrete, the position of the generation correspondence main member
Move the power spectral density function with speed；
(3) calculated according to the power spectral density function of the displacement of the main member and speed and obtain corresponding displacement power
Spectrum density and speed-power spectrum density, are integrated calculating to the displacement power spectral density and speed-power spectrum density, obtain
The square difference of displacement and velocity variance of correspondence main member；
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the property
Can the parameter structure whole damage model for pouring building structure of Prefabricated reinforced concrete, calculating damage index Φ, it is considered to local W pairs of mean temperature
The influence of main member performance parameter, introduces temperature correction coefficient δ, works as W>W0When, temperature correction coefficientWhen
W≤W0When, temperature correction coefficientConsider that Specific construction situation, local natural environment can be to components in addition
Performance parameter produces considerable influence, and then has influence on damage index Φ, introduces the construction factor and envirment factor, between 0 to 1 it
Between, damage index Φ is influenceed with respective weight d, b, c, damage index Φ calculation formula is：
Wherein, η is Energy consumption fact, δ1Represent the construction factor, δ2Represent envirment factor, 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 by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete, if
It is qualified to assess, then can be constructed, if assessment is unqualified, may made according to the whole building structure model that pours of Prefabricated reinforced concrete
Into corresponding potential safety hazard, then need to be redesigned.
It is preferred that, dual dynamic Reliability assessment is carried out by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete
When, metewand ψ is set, and wherein metewand ψ calculation formula is：
Wherein,
If ψ1、ψ20 is all higher than, the whole building structure model that pours of Prefabricated reinforced concrete meets design requirement, and it is qualified to assess；If only full
Sufficient ψ1More than 0, then to P2Reappraised after being adjusted；Remaining situation, need to re-start the whole building structure that pours of Prefabricated reinforced concrete and set
Meter；
Wherein, 0≤t≤T, a are 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 Φ0Determined according to Types of Earthquakes；σ v (x) are that velocity standard is poor, σ s
(x) it is poor for shift standards, σ2S (x) is square difference of displacement, mΦFor the average of accumulated damage index, σΦ 2For the mark of accumulated damage index
Poor, the P of standard1For the first standard reliability of setting, P2For the second standard reliability of setting；
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 P2' adaptively 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：Build that Prefabricated reinforced concrete is whole pours building structure using dual dynamic reliability degree calculation method, with
Quantitative control design case is carried out to structure, is then constructed according to the qualified whole building structure model that pours of Prefabricated reinforced concrete of design,
So as to ensure and improve the whole shock strength for pouring building structure of Prefabricated reinforced concrete；The whole building structure of pouring of Prefabricated reinforced concrete is simplified
Dual dynamic reliability calculating, improves the speed of design；Temperature correction coefficient, the construction factor and envirment factor are introduced, is carried out
Damage index Φ calculating, improves the precision that quantitative control design case is carried out to structure；On the premise of structure safety is met, P2
Value can adaptively be adjusted according to its initial value in the range of, can greatly improve efficiency, cost-effective；To Prefabricated reinforced concrete
The whole assessment poured in terms of the dual reliability of building structure carries out anti-seismic performance, can greatly reduce potential safety hazard, greatly improve knot
Structure security；The value of first standard reliability is 92%, and desin speed improves 45% than correlation technique, and security is than related
Technology improves 25%.
Embodiment 3：The whole construction method for pouring building structure of a kind of Prefabricated reinforced concrete as shown in Figure 1, comprises the following steps：
(1) building structure model is poured by the way that CAD Primary Construction Prefabricated reinforced concrete is whole, and determines reinforced concrete
The main member of integral precast building structure model；
(2) according to local seismic fortification intensity, Aseismic Design packet and Prefabricated reinforced concrete is whole pours building structure property
Classification, builds the whole stochastic seismic model for pouring building structure model of Prefabricated reinforced concrete, the position of the generation correspondence main member
Move the power spectral density function with speed；
(3) calculated according to the power spectral density function of the displacement of the main member and speed and obtain corresponding displacement power
Spectrum density and speed-power spectrum density, are integrated calculating to the displacement power spectral density and speed-power spectrum density, obtain
The square difference of displacement and velocity variance of correspondence main member；
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the property
Can the parameter structure whole damage model for pouring building structure of Prefabricated reinforced concrete, calculating damage index Φ, it is considered to local W pairs of mean temperature
The influence of main member performance parameter, introduces temperature correction coefficient δ, works as W>W0When, temperature correction coefficientWhen
W≤W0When, temperature correction coefficientConsider that Specific construction situation, local natural environment can be to components in addition
Performance parameter produces considerable influence, and then has influence on damage index Φ, introduces the construction factor and envirment factor, between 0 to 1 it
Between, damage index Φ is influenceed with respective weight d, b, c, damage index Φ calculation formula is：
Wherein, η is Energy consumption fact, δ1Represent the construction factor, δ2Represent envirment factor, 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 by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete, if
It is qualified to assess, then can be constructed, if assessment is unqualified, may made according to the whole building structure model that pours of Prefabricated reinforced concrete
Into corresponding potential safety hazard, then need to be redesigned.
It is preferred that, dual dynamic Reliability assessment is carried out by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete
When, metewand ψ is set, and wherein metewand ψ calculation formula is：
Wherein,
If ψ1、ψ20 is all higher than, the whole building structure model that pours of Prefabricated reinforced concrete meets design requirement, and it is qualified to assess；If only full
Sufficient ψ1More than 0, then to P2Reappraised after being adjusted；Remaining situation, need to re-start the whole building structure that pours of Prefabricated reinforced concrete and set
Meter；
Wherein, 0≤t≤T, a are 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 Φ0Determined according to Types of Earthquakes；σ v (x) are that velocity standard is poor, σ s
(x) it is poor for shift standards, σ2S (x) is square difference of displacement, mΦFor the average of accumulated damage index, σΦ 2For the mark of accumulated damage index
Poor, the P of standard1For the first standard reliability of setting, P2For the second standard reliability of setting；
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 P2' adaptively 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：Build that Prefabricated reinforced concrete is whole pours building structure using dual dynamic reliability degree calculation method, with
Quantitative control design case is carried out to structure, is then constructed according to the qualified whole building structure model that pours of Prefabricated reinforced concrete of design,
So as to ensure and improve the whole shock strength for pouring building structure of Prefabricated reinforced concrete；The whole building structure of pouring of Prefabricated reinforced concrete is simplified
Dual dynamic reliability calculating, improves the speed of design；Temperature correction coefficient, the construction factor and envirment factor are introduced, is carried out
Damage index Φ calculating, improves the precision that quantitative control design case is carried out to structure；On the premise of structure safety is met, P2
Value can adaptively be adjusted according to its initial value in the range of, can greatly improve efficiency, cost-effective；To Prefabricated reinforced concrete
The whole assessment poured in terms of the dual reliability of building structure carries out anti-seismic performance, can greatly reduce potential safety hazard, greatly improve knot
Structure security；The value of first standard reliability is 94%, and desin speed improves 40% than correlation technique, and security is than related
Technology improves 30%.
Embodiment 4：The whole construction method for pouring building structure of a kind of Prefabricated reinforced concrete as shown in Figure 1, comprises the following steps：
(1) building structure model is poured by the way that CAD Primary Construction Prefabricated reinforced concrete is whole, and determines reinforced concrete
The main member of integral precast building structure model；
(2) according to local seismic fortification intensity, Aseismic Design packet and Prefabricated reinforced concrete is whole pours building structure property
Classification, builds the whole stochastic seismic model for pouring building structure model of Prefabricated reinforced concrete, the position of the generation correspondence main member
Move the power spectral density function with speed；
(3) calculated according to the power spectral density function of the displacement of the main member and speed and obtain corresponding displacement power
Spectrum density and speed-power spectrum density, are integrated calculating to the displacement power spectral density and speed-power spectrum density, obtain
The square difference of displacement and velocity variance of correspondence main member；
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the property
Can the parameter structure whole damage model for pouring building structure of Prefabricated reinforced concrete, calculating damage index Φ, it is considered to local W pairs of mean temperature
The influence of main member performance parameter, introduces temperature correction coefficient δ, works as W>W0When, temperature correction coefficientWhen
W≤W0When, temperature correction coefficientConsider that Specific construction situation, local natural environment can be to components in addition
Performance parameter produces considerable influence, and then has influence on damage index Φ, introduces the construction factor and envirment factor, between 0 to 1 it
Between, damage index Φ is influenceed with respective weight d, b, c, damage index Φ calculation formula is：
Wherein, η is Energy consumption fact, δ1Represent the construction factor, δ2Represent envirment factor, 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 by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete, if
It is qualified to assess, then can be constructed, if assessment is unqualified, may made according to the whole building structure model that pours of Prefabricated reinforced concrete
Into corresponding potential safety hazard, then need to be redesigned.
It is preferred that, dual dynamic Reliability assessment is carried out by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete
When, metewand ψ is set, and wherein metewand ψ calculation formula is：
Wherein,
If ψ1、ψ20 is all higher than, the whole building structure model that pours of Prefabricated reinforced concrete meets design requirement, and it is qualified to assess；If only full
Sufficient ψ1More than 0, then to P2Reappraised after being adjusted；Remaining situation, need to re-start the whole building structure that pours of Prefabricated reinforced concrete and set
Meter；
Wherein, 0≤t≤T, a are 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 Φ0Determined according to Types of Earthquakes；σ v (x) are that velocity standard is poor, σ s
(x) it is poor for shift standards, σ2S (x) is square difference of displacement, mΦFor the average of accumulated damage index, σΦ 2For the mark of accumulated damage index
Poor, the P of standard1For the first standard reliability of setting, P2For the second standard reliability of setting；
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 P2' adaptively 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：Build that Prefabricated reinforced concrete is whole pours building structure using dual dynamic reliability degree calculation method, with
Quantitative control design case is carried out to structure, is then constructed according to the qualified whole building structure model that pours of Prefabricated reinforced concrete of design,
So as to ensure and improve the whole shock strength for pouring building structure of Prefabricated reinforced concrete；The whole building structure of pouring of Prefabricated reinforced concrete is simplified
Dual dynamic reliability calculating, improves the speed of design；Temperature correction coefficient, the construction factor and envirment factor are introduced, is carried out
Damage index Φ calculating, improves the precision that quantitative control design case is carried out to structure；On the premise of structure safety is met, P2
Value can adaptively be adjusted according to its initial value in the range of, can greatly improve efficiency, cost-effective；To Prefabricated reinforced concrete
The whole assessment poured in terms of the dual reliability of building structure carries out anti-seismic performance, can greatly reduce potential safety hazard, greatly improve knot
Structure security；The value of first standard reliability is 96%, and desin speed improves 35% than correlation technique, and security is than related
Technology improves 35%.
Embodiment 5：The whole construction method for pouring building structure of a kind of Prefabricated reinforced concrete as shown in Figure 1, comprises the following steps：
(1) building structure model is poured by the way that CAD Primary Construction Prefabricated reinforced concrete is whole, and determines reinforced concrete
The main member of integral precast building structure model；
(2) according to local seismic fortification intensity, Aseismic Design packet and Prefabricated reinforced concrete is whole pours building structure property
Classification, builds the whole stochastic seismic model for pouring building structure model of Prefabricated reinforced concrete, the position of the generation correspondence main member
Move the power spectral density function with speed；
(3) calculated according to the power spectral density function of the displacement of the main member and speed and obtain corresponding displacement power
Spectrum density and speed-power spectrum density, are integrated calculating to the displacement power spectral density and speed-power spectrum density, obtain
The square difference of displacement and velocity variance of correspondence main member；
(4) in normal temperature W0Under to the main member carry out experimental study draw its performance parameter, according to the property
Can the parameter structure whole damage model for pouring building structure of Prefabricated reinforced concrete, calculating damage index Φ, it is considered to local W pairs of mean temperature
The influence of main member performance parameter, introduces temperature correction coefficient δ, works as W>W0When, temperature correction coefficientWhen
W≤W0When, temperature correction coefficientConsider that Specific construction situation, local natural environment can be to components in addition
Performance parameter produces considerable influence, and then has influence on damage index Φ, introduces the construction factor and envirment factor, between 0 to 1 it
Between, damage index Φ is influenceed with respective weight d, b, c, damage index Φ calculation formula is：
Wherein, η is Energy consumption fact, δ1Represent the construction factor, δ2Represent envirment factor, 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 by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete, if
It is qualified to assess, then can be constructed, if assessment is unqualified, may made according to the whole building structure model that pours of Prefabricated reinforced concrete
Into corresponding potential safety hazard, then need to be redesigned.
It is preferred that, dual dynamic Reliability assessment is carried out by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete
When, metewand ψ is set, and wherein metewand ψ calculation formula is：
Wherein,
If ψ1、ψ20 is all higher than, the whole building structure model that pours of Prefabricated reinforced concrete meets design requirement, and it is qualified to assess；If only full
Sufficient ψ1More than 0, then to P2Reappraised after being adjusted；Remaining situation, need to re-start the whole building structure that pours of Prefabricated reinforced concrete and set
Meter；
Wherein, 0≤t≤T, a are 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 Φ0Determined according to Types of Earthquakes；σ v (x) are that velocity standard is poor, σ s
(x) it is poor for shift standards, σ2S (x) is square difference of displacement, mΦFor the average of accumulated damage index, σΦ 2For the mark of accumulated damage index
Poor, the P of standard1For the first standard reliability of setting, P2For the second standard reliability of setting；
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 P2' adaptively 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：Build that Prefabricated reinforced concrete is whole pours building structure using dual dynamic reliability degree calculation method, with
Quantitative control design case is carried out to structure, is then constructed according to the qualified whole building structure model that pours of Prefabricated reinforced concrete of design,
So as to ensure and improve the whole shock strength for pouring building structure of Prefabricated reinforced concrete；The whole building structure of pouring of Prefabricated reinforced concrete is simplified
Dual dynamic reliability calculating, improves the speed of design；Temperature correction coefficient, the construction factor and envirment factor are introduced, is carried out
Damage index Φ calculating, improves the precision that quantitative control design case is carried out to structure；On the premise of structure safety is met, P2
Value can adaptively be adjusted according to its initial value in the range of, can greatly improve efficiency, cost-effective；To Prefabricated reinforced concrete
The whole assessment poured in terms of the dual reliability of building structure carries out anti-seismic performance, can greatly reduce potential safety hazard, greatly improve knot
Structure security；The value of first standard reliability is 98%, and desin speed improves 30% than correlation technique, and security is than related
Technology improves 40%.
Finally it should be noted that the above embodiments are merely illustrative of the technical solutions of the present invention, rather than to present invention guarantor
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 (2)
1. a kind of whole construction method for pouring building structure of Prefabricated reinforced concrete, it is characterized in that, comprise the following steps：
(1) building structure model is poured by the way that CAD Primary Construction Prefabricated reinforced concrete is whole, and determines Prefabricated reinforced concrete
The whole main member for pouring building structure model；
(2) according to local seismic fortification intensity, Aseismic Design packet and Prefabricated reinforced concrete is whole pours building structure property classification,
Build the whole stochastic seismic model for pouring building structure model of Prefabricated reinforced concrete, the displacement of the generation correspondence main member and speed
The power spectral density function of degree；
(3) calculated according to the power spectral density function of the displacement of the main member and speed and obtain corresponding displacement power spectrum
Degree and speed-power spectrum density, calculating is integrated to the displacement power spectral density and speed-power spectrum density, obtains correspondence
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 whole damage model for pouring building structure of Prefabricated reinforced concrete is built, damage index Φ is calculated, it is considered to which local mean temperature W is to main structure
The influence of part performance parameter, introduces temperature correction coefficient δ, works as W>W0When, temperature correction coefficientAs W≤W0
When, temperature correction coefficientConsider that Specific construction situation, local natural environment can be to component 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 d, b, c, damage index Φ calculation formula is：
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Wherein, η is Energy consumption fact, δ1Represent the construction factor, δ2Represent envirment factor, 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 by the MATLAB building structure models that pour whole to Prefabricated reinforced concrete, if assessed
It is qualified, then it can be constructed according to the whole building structure model that pours of Prefabricated reinforced concrete, if assessment is unqualified, be likely to result in phase
The potential safety hazard answered, then need to be redesigned.
2. the whole construction method for pouring building structure of a kind of Prefabricated reinforced concrete according to claim 1, it is characterized in that, pass through
MATLAB is whole to Prefabricated reinforced concrete when pouring building structure model and carrying out dual dynamic Reliability assessment, sets metewand ψ, wherein
Metewand ψ calculation formula is：
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Wherein,
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If ψ1、ψ20 is all higher than, the whole building structure model that pours of Prefabricated reinforced concrete meets design requirement, and it is qualified to assess；If only meeting ψ1
More than 0, then to P2Reappraised after being adjusted；Remaining situation, need to re-start that Prefabricated reinforced concrete is whole to pour building construction design；
Wherein, 0≤t≤T, a are the story drift boundary value of setting, Φ0For the accumulated damage index boundary value of setting, interlayer
Angle of displacement boundary value a and accumulated damage index boundary value Φ0Determined according to Types of Earthquakes；σ v (x) are that velocity standard is poor, σ s (x)
It is poor for shift standards, σ2S (x) is square difference of displacement, mΦFor the average of accumulated damage index, σΦ 2For the standard of accumulated damage index
Difference, P1For the first standard reliability of setting, P2For the second standard reliability of setting；
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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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008276474A (en) * | 2007-04-27 | 2008-11-13 | Fujitsu Fip Corp | Earthquake-proof performance diagnostic method and earthquake-proof performance diagnostic program for building |
| JP2009191961A (en) * | 2008-02-14 | 2009-08-27 | Lotte Engineering & Construction Co Ltd | Vibration control system and vibration control device for existing large-sized structure |
| CN101575885A (en) * | 2009-06-11 | 2009-11-11 | 北京交通大学 | Anti-seismic control design method for ribbed structure with three defensive lines |
| CN102418385A (en) * | 2010-09-28 | 2012-04-18 | 杨峰 | Novel reinforced concrete prefabricated whole-poured building structure system and construction method thereof |
| CN102493569A (en) * | 2011-12-01 | 2012-06-13 | 北京交通大学 | Seismic behavior based optimization method and system for building structure |
-
2016
- 2016-03-21 CN CN201610161442.3A patent/CN105781109B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008276474A (en) * | 2007-04-27 | 2008-11-13 | Fujitsu Fip Corp | Earthquake-proof performance diagnostic method and earthquake-proof performance diagnostic program for building |
| JP2009191961A (en) * | 2008-02-14 | 2009-08-27 | Lotte Engineering & Construction Co Ltd | Vibration control system and vibration control device for existing large-sized structure |
| CN101575885A (en) * | 2009-06-11 | 2009-11-11 | 北京交通大学 | Anti-seismic control design method for ribbed structure with three defensive lines |
| CN102418385A (en) * | 2010-09-28 | 2012-04-18 | 杨峰 | Novel reinforced concrete prefabricated whole-poured building structure system and construction method thereof |
| CN102493569A (en) * | 2011-12-01 | 2012-06-13 | 北京交通大学 | Seismic behavior based optimization method and system for building structure |
Non-Patent Citations (1)
| Title |
|---|
| 钢板剪力墙结构的性态指标及损伤评估;孙国华;《土木工程学报》;20130415;全文 * |
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Effective date of registration: 20170913 Address after: 361000 Room C, Room 604, 990,992, Anling Road, Huli District, Xiamen City, Fujian Province Applicant after: Fujian Kun Jia Construction Co., Ltd. Applicant after: Fujian Hong Xiang Construction Co. Ltd. Applicant after: Xiamen Ya Public Construction Group Co., Ltd. Address before: Gulou road Zhenhai District 315200 Zhejiang city of Ningbo province No. 32 Applicant before: Pan Yan |
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