CN105760628A - Construction method of multi-storey residential structure - Google Patents

Abstract

The invention discloses a construction method of a multi-storey residential structure. The method comprises the steps of building a model of the multi-storey residential structure, building a stochastic seismic motion model of the multi-storey residential structure, computing the displacement and speed power spectrum densities of main components of the multi-storey residential structure, building a damage model of the multi-storey residential structure, computing a damage index, performing double reliability evaluation on the model of the multi-storey residential structure, and performing construction. The method performs construction according to the model of the model of the multi-storey residential structure which is qualified through evaluation in advance, reasonably performs adjustment in time according to an evaluation result, improves the earthquake-resistant behavior and the safety of structure, improves the efficiency and saves the cost.

Description

The construction method of multi-storey building structure

Technical field

The present invention relates to building field, be specifically related to the construction method of multi-storey building structure.

Background technology

In correlation technique, providing a kind of multi-storey building structure, its cast-in-place scattered armored concrete vertical wall limb, outer eaves coupling beam and girderless floor constitute skeletal support body, and the axis of building is as vertical supporting volume mesh, wall limb is positioned at the point of intersection of grid, and girderless floor is positioned on vertical supporting body.Main member therein includes armored concrete vertical wall limb, outer eaves coupling beam and girderless floor etc..

During due to construction, the earthquake intensity of geology of property is different with Types of Earthquakes, although this multi-storey building structure stability obtains certain raising, but its anti-seismic performance is poor to the motility adapting to local requirement, is easily damaged when running into the high earthquake of intensity.

Summary of the invention

For the problems referred to above, the present invention provides the construction method of multi-storey building structure, the multi-storey building structure high to build the local motility required of anti-seismic performance adaptation.

The purpose of the present invention realizes by the following technical solutions:

The construction method of multi-storey building structure, comprises the following steps:

(1) by computer-aided design Primary Construction multi-storey building structural model, and the main member of multi-storey building structural model is determined；

(2) according to local seismic fortification intensity, Aseismic Design packet and multi-storey building structure property classification, build the stochastic seismic model of multi-storey building structural model, generate the displacement of corresponding described main member and the power spectral density function of speed；

(3) the power spectral density function calculating according to the displacement of described main member and speed obtains corresponding displacement power spectral density and speed-power spectrum density, it is integrated described displacement power spectral density and speed-power spectrum density calculating, obtains square difference of displacement and the velocity variance of corresponding main member；

(4) at standard temperature W₀Under described main member research experiment is drawn its performance parameter, build the damage model of multi-storey building structure according to described performance parameter, calculate damage index Φ, it is considered to the local mean temperature W impact on main member performance parameter, introduce temperature correction coefficient δ, work as W W₀Time, temperature correction coefficientAs W≤W₀Time, temperature correction coefficientAdditionally consider that component performance parameter can be produced considerable influence by Specific construction situation, local natural environment, and then have influence on damage index Φ, introduce the construction factor and envirment factor, all between 0 to 1, affecting damage index Φ with respective weight a, b, c, the computing formula of damage index Φ is:

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

Wherein, η is Energy consumption fact, S_jFor extreme displacement, Q is yield load, and T is the Earthquake Intensity vibrations moment more than 50% peak value, S_mFor main member maximum displacement within [0, the T] period, E (T) is main member accumulation hysteresis power consumption within [0, the T] period；

(5) by MATLAB, multi-storey building structural model is carried out dual dynamic Reliability assessment, if it is qualified to assess, then construct according to multi-storey building structural model, if assessing defective, it is likely to result in corresponding potential safety hazard, then needs to redesign.

Preferably, when multi-storey building structural model being carried out dual dynamic Reliability assessment by MATLAB, arranging metewand ψ, wherein the computing formula of metewand ψ is:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\}\×\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}\end{array}$

Wherein,

${\mathrm{\ψ}}_1=\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\},{\mathrm{\ψ}}_2=\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

If ψ₁、ψ₂Being all higher than 0, multi-storey building structural model meets design requirement, and it is qualified to assess；If only meeting ψ₁More than 0, then to P₂Reappraise after being adjusted；All the other situations, need to re-start multi-storey building structural design；

Wherein, 0≤t≤T, a is the story drift boundary value set, Φ₀For the accumulated damage Exponential Bounds limit value set, story drift boundary value a and accumulated damage Exponential Bounds limit value Φ₀Determine according to Types of Earthquakes；σ v (x) is poor for velocity standard, and σ s (x) is poor for shift standards, σ²S (x) is square difference of displacement, m_ΦFor the average of accumulated damage index, σ_Φ ²For the standard deviation of accumulated damage index, P₁For the first standard reliability set, P₂For the second standard reliability set；

Described P₁、P₂Set point be 90%～99.9%, P₁Value is determined in advance according to the purposes of structure, P₂Value can according to its initial value P '₂Carrying out self-adaptative adjustment in scope, concrete adjustment mode is:

When assessing qualified, P₂=P '₂；

When assessment is defective and meets ψ₁During more than 0, P₂=P_2min。

The invention have the benefit that employing dual dynamic reliability degree calculation method builds multi-storey building structure, so that multi-storey building structure is carried out fixing quantity design, construct then according to assess qualified multi-storey building structural model, thus ensureing and improve the shock strength of multi-storey building structure；Simplify the dual dynamic reliability calculating of multi-storey building structure, improve the speed of design；Introduce temperature correction coefficient, the construction factor and envirment factor, carry out the calculating of damage index Φ, improve the precision that multi-storey building structure is carried out fixing quantity design；Under the premise meeting structural safety, P₂Value can carry out self-adaptative adjustment according to its initial value in scope, it is possible to is greatly improved efficiency, saves cost, and can greatly reduce potential safety hazard, is greatly improved safety of structure.

Accompanying drawing explanation

The invention will be further described to utilize accompanying drawing, but the embodiment in accompanying drawing does not constitute any limitation of the invention, for those of ordinary skill in the art, under the premise not paying creative work, it is also possible to obtain other accompanying drawing according to the following drawings.

Fig. 1 is the method flow schematic diagram of the present invention.

Detailed description of the invention

The invention will be further described with the following Examples.

Embodiment 1: the construction method of multi-storey building structure as shown in Figure 1, comprises the following steps:

(1) by computer-aided design Primary Construction multi-storey building structural model, and the main member of multi-storey building structural model is determined；

(2) according to local seismic fortification intensity, Aseismic Design packet and multi-storey building structure property classification, build the stochastic seismic model of multi-storey building structural model, generate the displacement of corresponding described main member and the power spectral density function of speed；

(3) the power spectral density function calculating according to the displacement of described main member and speed obtains corresponding displacement power spectral density and speed-power spectrum density, it is integrated described displacement power spectral density and speed-power spectrum density calculating, obtains square difference of displacement and the velocity variance of corresponding main member；

(4) at standard temperature W₀Under described main member research experiment is drawn its performance parameter, build the damage model of multi-storey building structure according to described performance parameter, calculate damage index Φ, it is considered to the local mean temperature W impact on main member performance parameter, introduce temperature correction coefficient δ, work as W W₀Time, temperature correction coefficientAs W≤W₀Time, temperature correction coefficientAdditionally consider that component performance parameter can be produced considerable influence by Specific construction situation, local natural environment, and then have influence on damage index Φ, introduce the construction factor and envirment factor, all between 0 to 1, affecting damage index Φ with respective weight a, b, c, the computing formula of damage index Φ is:

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

Wherein, η is Energy consumption fact, S_jFor extreme displacement, Q is yield load, and T is the Earthquake Intensity vibrations moment more than 50% peak value, S_mFor main member maximum displacement within [0, the T] period, E (T) is main member accumulation hysteresis power consumption within [0, the T] period；

(5) by MATLAB, multi-storey building structural model is carried out dual dynamic Reliability assessment, if it is qualified to assess, then construct according to multi-storey building structural model, if assessing defective, it is likely to result in corresponding potential safety hazard, then needs to redesign.

Preferably, when multi-storey building structural model being carried out dual dynamic Reliability assessment by MATLAB, arranging metewand ψ, wherein the computing formula of metewand ψ is:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\}\×\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}\end{array}$

Wherein,

${\mathrm{\ψ}}_1=\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\},{\mathrm{\ψ}}_2=\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

If ψ₁、ψ₂Being all higher than 0, multi-storey building structural model meets design requirement, and it is qualified to assess；If only meeting ψ₁More than 0, then to P₂Reappraise after being adjusted；All the other situations, need to re-start multi-storey building structural design；

Wherein, 0≤t≤T, a is the story drift boundary value set, Φ₀For the accumulated damage Exponential Bounds limit value set, story drift boundary value a and accumulated damage Exponential Bounds limit value Φ₀Determine according to Types of Earthquakes；σ v (x) is poor for velocity standard, and σ s (x) is poor for shift standards, σ²S (x) is square difference of displacement, m_ΦFor the average of accumulated damage index, σ_Φ ²For the standard deviation of accumulated damage index, P₁For the first standard reliability set, P₂For the second standard reliability set；

Described P₁、P₂Set point be 90%～99.9%, P₁Value is determined in advance according to the purposes of structure, P₂Value can according to its initial value P '₂Carrying out self-adaptative adjustment in scope, concrete adjustment mode is:

When assessing qualified, P₂=P '₂；

When assessment is defective and meets ψ₁During more than 0, P₂=P_2min。

In this embodiment: adopt dual dynamic reliability degree calculation method to build multi-storey building structure, so that multi-storey building structure is carried out fixing quantity design, construct then according to assess qualified multi-storey building structural model, thus ensureing and improve the shock strength of multi-storey building structure；Simplify the dual dynamic reliability calculating of multi-storey building structure, improve the speed of design；Introduce temperature correction coefficient, the construction factor and envirment factor, carry out the calculating of damage index Φ, improve the precision that multi-storey building structure is carried out fixing quantity design；Under the premise meeting structural safety, P₂Value can carry out self-adaptative adjustment according to its initial value in scope, it is possible to is greatly improved efficiency, saves cost, and can greatly reduce potential safety hazard, is greatly improved safety of structure；The value of the first standard reliability is 90%, and desin speed improves 50% than prior art, and safety improves 20% than prior art.

Embodiment 2: the construction method of multi-storey building structure as shown in Figure 1, comprises the following steps:

(1) by computer-aided design Primary Construction multi-storey building structural model, and the main member of multi-storey building structural model is determined；

(2) according to local seismic fortification intensity, Aseismic Design packet and multi-storey building structure property classification, build the stochastic seismic model of multi-storey building structural model, generate the displacement of corresponding described main member and the power spectral density function of speed；

(3) the power spectral density function calculating according to the displacement of described main member and speed obtains corresponding displacement power spectral density and speed-power spectrum density, it is integrated described displacement power spectral density and speed-power spectrum density calculating, obtains square difference of displacement and the velocity variance of corresponding main member；

(4) at standard temperature W₀Under described main member research experiment is drawn its performance parameter, build the damage model of multi-storey building structure according to described performance parameter, calculate damage index Φ, it is considered to the local mean temperature W impact on main member performance parameter, introduce temperature correction coefficient δ, work as W W₀Time, temperature correction coefficientAs W≤W₀Time, temperature correction coefficientAdditionally consider that component performance parameter can be produced considerable influence by Specific construction situation, local natural environment, and then have influence on damage index Φ, introduce the construction factor and envirment factor, all between 0 to 1, affecting damage index Φ with respective weight a, b, c, the computing formula of damage index Φ is:

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

Wherein, η is Energy consumption fact, S_jFor extreme displacement, Q is yield load, and T is the Earthquake Intensity vibrations moment more than 50% peak value, S_mFor main member maximum displacement within [0, the T] period, E (T) is main member accumulation hysteresis power consumption within [0, the T] period；

(5) by MATLAB, multi-storey building structural model is carried out dual dynamic Reliability assessment, if it is qualified to assess, then construct according to multi-storey building structural model, if assessing defective, it is likely to result in corresponding potential safety hazard, then needs to redesign.

Preferably, when multi-storey building structural model being carried out dual dynamic Reliability assessment by MATLAB, arranging metewand ψ, wherein the computing formula of metewand ψ is:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\}\×\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}\end{array}$

Wherein,

${\mathrm{\ψ}}_1=\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\},{\mathrm{\ψ}}_2=\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

If ψ₁、ψ₂Being all higher than 0, multi-storey building structural model meets design requirement, and it is qualified to assess；If only meeting ψ₁More than 0, then to P₂Reappraise after being adjusted；All the other situations, need to re-start multi-storey building structural design；

Wherein, 0≤t≤T, a is the story drift boundary value set, Φ₀For the accumulated damage Exponential Bounds limit value set, story drift boundary value a and accumulated damage Exponential Bounds limit value Φ₀Determine according to Types of Earthquakes；σ v (x) is poor for velocity standard, and σ s (x) is poor for shift standards, σ²S (x) is square difference of displacement, m_ΦFor the average of accumulated damage index, σ_Φ ²For the standard deviation of accumulated damage index, P₁For the first standard reliability set, P₂For the second standard reliability set；

Described P₁、P₂Set point be 90%～99.9%, P₁Value is determined in advance according to the purposes of structure, P₂Value can according to its initial value P '₂Carrying out self-adaptative adjustment in scope, concrete adjustment mode is:

When assessing qualified, P₂=P '₂；

When assessment is defective and meets ψ₁During more than 0, P₂=P_2min。

In this embodiment: adopt dual dynamic reliability degree calculation method to build multi-storey building structure, so that multi-storey building structure is carried out fixing quantity design, construct then according to assess qualified multi-storey building structural model, thus ensureing and improve the shock strength of multi-storey building structure；Simplify the dual dynamic reliability calculating of multi-storey building structure, improve the speed of design；Introduce temperature correction coefficient, the construction factor and envirment factor, carry out the calculating of damage index Φ, improve the precision that multi-storey building structure is carried out fixing quantity design；Under the premise meeting structural safety, P₂Value can carry out self-adaptative adjustment according to its initial value in scope, it is possible to is greatly improved efficiency, saves cost, and can greatly reduce potential safety hazard, is greatly improved safety of structure；The value of the first standard reliability is 92%, and desin speed improves 45% than prior art, and safety improves 25% than prior art.

Embodiment 3: the construction method of multi-storey building structure as shown in Figure 1, comprises the following steps:

(1) by computer-aided design Primary Construction multi-storey building structural model, and the main member of multi-storey building structural model is determined；

(2) according to local seismic fortification intensity, Aseismic Design packet and multi-storey building structure property classification, build the stochastic seismic model of multi-storey building structural model, generate the displacement of corresponding described main member and the power spectral density function of speed；

(3) the power spectral density function calculating according to the displacement of described main member and speed obtains corresponding displacement power spectral density and speed-power spectrum density, it is integrated described displacement power spectral density and speed-power spectrum density calculating, obtains square difference of displacement and the velocity variance of corresponding main member；

(4) at standard temperature W₀Under described main member research experiment is drawn its performance parameter, build the damage model of multi-storey building structure according to described performance parameter, calculate damage index Φ, it is considered to the local mean temperature W impact on main member performance parameter, introduce temperature correction coefficient δ, work as W W₀Time, temperature correction coefficientAs W≤W₀Time, temperature correction coefficientAdditionally consider that component performance parameter can be produced considerable influence by Specific construction situation, local natural environment, and then have influence on damage index Φ, introduce the construction factor and envirment factor, all between 0 to 1, affecting damage index Φ with respective weight a, b, c, the computing formula of damage index Φ is:

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

Wherein, η is Energy consumption fact, S_jFor extreme displacement, Q is yield load, and T is the Earthquake Intensity vibrations moment more than 50% peak value, S_mFor main member maximum displacement within [0, the T] period, E (T) is main member accumulation hysteresis power consumption within [0, the T] period；

(5) by MATLAB, multi-storey building structural model is carried out dual dynamic Reliability assessment, if it is qualified to assess, then construct according to multi-storey building structural model, if assessing defective, it is likely to result in corresponding potential safety hazard, then needs to redesign.

Preferably, when multi-storey building structural model being carried out dual dynamic Reliability assessment by MATLAB, arranging metewand ψ, wherein the computing formula of metewand ψ is:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\}\×\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}\end{array}$

Wherein,

${\mathrm{\ψ}}_1=\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\},{\mathrm{\ψ}}_2=\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

If ψ₁、ψ₂Being all higher than 0, multi-storey building structural model meets design requirement, and it is qualified to assess；If only meeting ψ₁More than 0, then to P₂Reappraise after being adjusted；All the other situations, need to re-start multi-storey building structural design；

Wherein, 0≤t≤T, a is the story drift boundary value set, Φ₀For the accumulated damage Exponential Bounds limit value set, story drift boundary value a and accumulated damage Exponential Bounds limit value Φ₀Determine according to Types of Earthquakes；σ v (x) is poor for velocity standard, and σ s (x) is poor for shift standards, σ²S (x) is square difference of displacement, m_ΦFor the average of accumulated damage index, σ_Φ ²For the standard deviation of accumulated damage index, P₁For the first standard reliability set, P₂For the second standard reliability set；

Described P₁、P₂Set point be 90%～99.9%, P₁Value is determined in advance according to the purposes of structure, P₂Value can according to its initial value P '₂Carrying out self-adaptative adjustment in scope, concrete adjustment mode is:

When assessing qualified, P₂=P '₂；

When assessment is defective and meets ψ₁During more than 0, P₂=P_2min。

In this embodiment: adopt dual dynamic reliability degree calculation method to build multi-storey building structure, so that multi-storey building structure is carried out fixing quantity design, construct then according to assess qualified multi-storey building structural model, thus ensureing and improve the shock strength of multi-storey building structure；Simplify the dual dynamic reliability calculating of multi-storey building structure, improve the speed of design；Introduce temperature correction coefficient, the construction factor and envirment factor, carry out the calculating of damage index Φ, improve the precision that multi-storey building structure is carried out fixing quantity design；Under the premise meeting structural safety, P₂Value can carry out self-adaptative adjustment according to its initial value in scope, it is possible to is greatly improved efficiency, saves cost, and can greatly reduce potential safety hazard, is greatly improved safety of structure；The value of the first standard reliability is 94%, and desin speed improves 40% than prior art, and safety improves 30% than prior art.

Embodiment 4: the construction method of multi-storey building structure as shown in Figure 1, comprises the following steps:

(1) by computer-aided design Primary Construction multi-storey building structural model, and the main member of multi-storey building structural model is determined；

(2) according to local seismic fortification intensity, Aseismic Design packet and multi-storey building structure property classification, build the stochastic seismic model of multi-storey building structural model, generate the displacement of corresponding described main member and the power spectral density function of speed；

(3) the power spectral density function calculating according to the displacement of described main member and speed obtains corresponding displacement power spectral density and speed-power spectrum density, it is integrated described displacement power spectral density and speed-power spectrum density calculating, obtains square difference of displacement and the velocity variance of corresponding main member；

(4) at standard temperature W₀Under described main member research experiment is drawn its performance parameter, build the damage model of multi-storey building structure according to described performance parameter, calculate damage index Φ, it is considered to the local mean temperature W impact on main member performance parameter, introduce temperature correction coefficient δ, work as W W₀Time, temperature correction coefficientAs W≤W₀Time, temperature correction coefficientAdditionally consider that component performance parameter can be produced considerable influence by Specific construction situation, local natural environment, and then have influence on damage index Φ, introduce the construction factor and envirment factor, all between 0 to 1, affecting damage index Φ with respective weight a, b, c, the computing formula of damage index Φ is:

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

Wherein, η is Energy consumption fact, S_jFor extreme displacement, Q is yield load, and T is the Earthquake Intensity vibrations moment more than 50% peak value, S_mFor main member maximum displacement within [0, the T] period, E (T) is main member accumulation hysteresis power consumption within [0, the T] period；

(5) by MATLAB, multi-storey building structural model is carried out dual dynamic Reliability assessment, if it is qualified to assess, then construct according to multi-storey building structural model, if assessing defective, it is likely to result in corresponding potential safety hazard, then needs to redesign.

Preferably, when multi-storey building structural model being carried out dual dynamic Reliability assessment by MATLAB, arranging metewand ψ, wherein the computing formula of metewand ψ is:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\}\×\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}\end{array}$

Wherein,

${\mathrm{\ψ}}_1=\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\},{\mathrm{\ψ}}_2=\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

If ψ₁、ψ₂Being all higher than 0, multi-storey building structural model meets design requirement, and it is qualified to assess；If only meeting ψ₁More than 0, then to P₂Reappraise after being adjusted；All the other situations, need to re-start multi-storey building structural design；

Wherein, 0≤t≤T, a is the story drift boundary value set, Φ₀For the accumulated damage Exponential Bounds limit value set, story drift boundary value a and accumulated damage Exponential Bounds limit value Φ₀Determine according to Types of Earthquakes；σ v (x) is poor for velocity standard, and σ s (x) is poor for shift standards, σ²S (x) is square difference of displacement, m_ΦFor the average of accumulated damage index, σ_Φ ²For the standard deviation of accumulated damage index, P₁For the first standard reliability set, P₂For the second standard reliability set；

Described P₁、P₂Set point be 90%～99.9%, P₁Value is determined in advance according to the purposes of structure, P₂Value can according to its initial value P '₂Carrying out self-adaptative adjustment in scope, concrete adjustment mode is:

When assessing qualified, P₂=P '₂；

When assessment is defective and meets ψ₁During more than 0, P₂=P_2min。。

In this embodiment: adopt dual dynamic reliability degree calculation method to build multi-storey building structure, so that multi-storey building structure is carried out fixing quantity design, construct then according to assess qualified multi-storey building structural model, thus ensureing and improve the shock strength of multi-storey building structure；Simplify the dual dynamic reliability calculating of multi-storey building structure, improve the speed of design；Introduce temperature correction coefficient, the construction factor and envirment factor, carry out the calculating of damage index Φ, improve the precision that multi-storey building structure is carried out fixing quantity design；Under the premise meeting structural safety, P₂Value can carry out self-adaptative adjustment according to its initial value in scope, it is possible to is greatly improved efficiency, saves cost, and can greatly reduce potential safety hazard, is greatly improved safety of structure；The value of the first standard reliability is 96%, and desin speed improves 35% than prior art, and safety improves 35% than prior art.

Embodiment 5: the construction method of multi-storey building structure as shown in Figure 1, comprises the following steps:

(1) by computer-aided design Primary Construction multi-storey building structural model, and the main member of multi-storey building structural model is determined；

(2) according to local seismic fortification intensity, Aseismic Design packet and multi-storey building structure property classification, build the stochastic seismic model of multi-storey building structural model, generate the displacement of corresponding described main member and the power spectral density function of speed；

(3) the power spectral density function calculating according to the displacement of described main member and speed obtains corresponding displacement power spectral density and speed-power spectrum density, it is integrated described displacement power spectral density and speed-power spectrum density calculating, obtains square difference of displacement and the velocity variance of corresponding main member；

(4) at standard temperature W₀Under described main member research experiment is drawn its performance parameter, build the damage model of multi-storey building structure according to described performance parameter, calculate damage index Φ, it is considered to the local mean temperature W impact on main member performance parameter, introduce temperature correction coefficient δ, work as W W₀Time, temperature correction coefficientAs W≤W₀Time, temperature correction coefficientAdditionally consider that component performance parameter can be produced considerable influence by Specific construction situation, local natural environment, and then have influence on damage index Φ, introduce the construction factor and envirment factor, all between 0 to 1, affecting damage index Φ with respective weight a, b, c, the computing formula of damage index Φ is:

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

Wherein, η is Energy consumption fact, S_jFor extreme displacement, Q is yield load, and T is the Earthquake Intensity vibrations moment more than 50% peak value, S_mFor main member maximum displacement within [0, the T] period, E (T) is main member accumulation hysteresis power consumption within [0, the T] period；

(5) by MATLAB, multi-storey building structural model is carried out dual dynamic Reliability assessment, if it is qualified to assess, then construct according to multi-storey building structural model, if assessing defective, it is likely to result in corresponding potential safety hazard, then needs to redesign.

Preferably, when multi-storey building structural model being carried out dual dynamic Reliability assessment by MATLAB, arranging metewand ψ, wherein the computing formula of metewand ψ is:

$\begin{array}{c}\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2\\ =\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\}\×\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}\end{array}$

Wherein,

${\mathrm{\ψ}}_1=\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp (-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)})dx\]-P_1\},{\mathrm{\ψ}}_2=\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[{\mathrm{lnm}}_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})\]}{2\ln (1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2})}\]ds-P_2\}$

If ψ₁、ψ₂Being all higher than 0, multi-storey building structural model meets design requirement, and it is qualified to assess；If only meeting ψ₁More than 0, then to P₂Reappraise after being adjusted；All the other situations, need to re-start multi-storey building structural design；

Wherein, 0≤t≤T, a is the story drift boundary value set, Φ₀For the accumulated damage Exponential Bounds limit value set, story drift boundary value a and accumulated damage Exponential Bounds limit value Φ₀Determine according to Types of Earthquakes；σ v (x) is poor for velocity standard, and σ s (x) is poor for shift standards, σ²S (x) is square difference of displacement, m_ΦFor the average of accumulated damage index, σ_Φ ²For the standard deviation of accumulated damage index, P₁For the first standard reliability set, P₂For the second standard reliability set；

Described P₁、P₂Set point be 90%～99.9%, P₁Value is determined in advance according to the purposes of structure, P₂Value can according to its initial value P '₂Carrying out self-adaptative adjustment in scope, concrete adjustment mode is:

When assessing qualified, P₂=P '₂；

When assessment is defective and meets ψ₁During more than 0, P₂=P_2min。

In this embodiment: adopt dual dynamic reliability degree calculation method to build multi-storey building structure, so that multi-storey building structure is carried out fixing quantity design, construct then according to assess qualified multi-storey building structural model, thus ensureing and improve the shock strength of multi-storey building structure；Simplify the dual dynamic reliability calculating of multi-storey building structure, improve the speed of design；Introduce temperature correction coefficient, the construction factor and envirment factor, carry out the calculating of damage index Φ, improve the precision that multi-storey building structure is carried out fixing quantity design；Under the premise meeting structural safety, P₂Value can carry out self-adaptative adjustment according to its initial value in scope, it is possible to is greatly improved efficiency, saves cost, and can greatly reduce potential safety hazard, is greatly improved safety of structure；The value of the first standard reliability is 98%, and desin speed improves 30% than prior art, and safety improves 40% than prior art.

Finally should be noted that; above example is only in order to illustrate technical scheme; but not limiting the scope of the invention; although having made to explain to the present invention with reference to preferred embodiment; it will be understood by those within the art that; technical scheme can be modified or equivalent replacement, without deviating from the spirit and scope of technical solution of the present invention.

Claims (2)

1. the construction method of multi-storey building structure, is characterized in that, comprises the following steps:

(1) by computer-aided design Primary Construction multi-storey building structural model, and the main member of multi-storey building structural model is determined；

(2) according to local seismic fortification intensity, Aseismic Design packet and multi-storey building structure property classification, build the stochastic seismic model of multi-storey building structural model, generate the displacement of corresponding described main member and the power spectral density function of speed；

(3) the power spectral density function calculating according to the displacement of described main member and speed obtains corresponding displacement power spectral density and speed-power spectrum density, it is integrated described displacement power spectral density and speed-power spectrum density calculating, obtains square difference of displacement and the velocity variance of corresponding main member；

(4) at standard temperature W₀Under described main member research experiment is drawn its performance parameter, build the damage model of multi-storey building structure according to described performance parameter, calculate damage index Φ, it is considered to the local mean temperature W impact on main member performance parameter, introduce temperature correction coefficient δ, work as W W₀Time, temperature correction coefficientAs W≤W₀Time, temperature correction coefficientAdditionally consider that component performance parameter can be produced considerable influence by Specific construction situation, local natural environment, and then have influence on damage index Φ, introduce the construction factor and envirment factor, all between 0 to 1, affecting damage index Φ with respective weight a, b, c, the computing formula of damage index Φ is:

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

Wherein, η is Energy consumption fact, S_jFor extreme displacement, Q is yield load, and T is the Earthquake Intensity vibrations moment more than 50% peak value, S_mFor main member maximum displacement within [0, the T] period, E (T) is main member accumulation hysteresis power consumption within [0, the T] period；

(5) by MATLAB, multi-storey building structural model is carried out dual dynamic Reliability assessment, if it is qualified to assess, then construct according to multi-storey building structural model, if assessing defective, it is likely to result in corresponding potential safety hazard, then needs to redesign.

2. the construction method of multi-storey building structure according to claim 1, is characterized in that, when multi-storey building structural model being carried out dual dynamic Reliability assessment by MATLAB, arranges metewand ψ, and wherein the computing formula of metewand ψ is:

$\mathrm{\ψ}={\mathrm{\ψ}}_1{\mathrm{\ψ}}_2$

$=\left\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp \left(-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)}\right)dx\]-P_1\right\}\×\left\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[\ln m_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln \left(1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2}\right)}{2\ln \left(1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2}\right)}\]ds-P_2\right\}$

Wherein,

${\mathrm{\Ψ}}_1=\left\{\exp \[-\underset{0}{\overset{t}{\∫}}\frac{1}{\mathrm{\π}}\frac{\mathrm{\σ}v\left(x\right)}{\mathrm{\σ}s\left(x\right)}\exp \left(-\frac{a^2}{2{\mathrm{\σ}}^{2}s\left(x\right)}\right)dx\]-P_1\right\},{\mathrm{\Ψ}}_2=\left\{\underset{0}{\overset{{\mathrm{\Φ}}_0}{\∫}}\[\frac{1}{\sqrt{2\mathrm{\π}}\left(\ln \mathrm{\Φ}\right)s}\exp \frac{\[\ln m_{\mathrm{\Φ}}-\ln s-\frac{1}{2}\ln \left(1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2}\right)}{2\ln \left(1+\frac{{{\mathrm{\σ}}_{\mathrm{\Φ}}}^2}{{m_{\mathrm{\Φ}}}^2}\right)}\]ds-P_2\right\}$

If ψ₁、ψ₂Being all higher than 0, multi-storey building structural model meets design requirement, and it is qualified to assess；If only meeting ψ₁More than 0, then to P₂Reappraise after being adjusted；All the other situations, need to re-start multi-storey building structural design；

Wherein, 0≤t≤T, a is the story drift boundary value set, Φ₀For the accumulated damage Exponential Bounds limit value set, story drift boundary value a and accumulated damage Exponential Bounds limit value Φ₀Determine according to Types of Earthquakes；σ v (x) is poor for velocity standard, and σ s (x) is poor for shift standards, σ²S (x) is square difference of displacement, m_ΦFor the average of accumulated damage index, σ_Φ ²For the standard deviation of accumulated damage index, P₁For the first standard reliability set, P₂For the second standard reliability set；

Described P₁、P₂Set point be 90%～99.9%, P₁Value is determined in advance according to the purposes of structure, P₂Value can according to its initial value P '₂Carrying out self-adaptative adjustment in scope, concrete adjustment mode is:

When assessing qualified, P₂=P '₂；

When assessment is defective and meets ψ₁During more than 0, P₂=P_2min。