CN103161234A - Engineering structure performance-based seismic resistance design method under multilevel design intensity - Google Patents

Abstract

The invention relates to an engineering structure seismic resistance design method. The engineering structure performance-based seismic resistance design method under multilevel design intensity comprises the following steps: (1) obtaining the function relationship between the bottom shearing force and the displacement of the engineering structure, or converting the function relationship between the bottom shearing force and the displacement of the engineering structure into the function relationship between the bottom shearing force and the displacement under a single-degree-of-freedom system through an analytical method; (2) adjusting seismic action under multilevel design intensity to obtain adjusted seismic action under multilevel design intensity in line with fortified seismic intensity level and according to the elastic-plastic behavior of the engineering structure; (3) performing the engineering structure performance-based seismic resistance design under the multilevel design intensity under an equivalent single-degree-of-freedom system; and (4) performing the engineering structure performance-based seismic resistance design under the multilevel design intensity under a whole structure system. According to the engineering structure performance-based seismic resistance design method under multilevel design intensity, performance-based seismic resistance design method under multilevel design intensity can be completed at one time.

Description

Performance-based Seismic Design Method under the multistage fortification intensity of engineering structures

Technical field

The present invention relates to the engineering structures Seismic Design Method in a kind of field of civil engineering, relate in particular to a kind of Seismic Design Method of performance-based.

Background technology

Seismic design based on performance is the advanced subject of international earthquake research, be also the developing direction of countries in the world earthquake resistant design code, FEMA P695 (2009), FEMA440 (2005), Japan " building standard method " (2003), Eurocode 8 (2004), American Architecture and various countries' earthquake resistant codes such as the performance specification (2009) of facility, Chinese earthquake resistant code (2010) have all begun to adopt the seismic design based on performance.Main analytical method comprises: Capacity spectrum method (Capacity Spectrum Method, CSM), displacement of targets method (Target Displacement), demand-capacity factor method (Factored-Demand-to-Capacity Ratio, FDCR), seismic performance Y-factor method Y (Seismic Performance Factors, SPF) etc.Capacity spectrum method is under spectral acceleration and spectral displacement coordinate system, and the intersection point of handling capacity curve and seismic demand spectra curve obtains performance point, determines displacement and the plastic hinge distribution etc. of structure under seismic design level, thus the shock resistance of evaluation structure.The displacement of targets method is under seismic design level, consider the multiple factors such as P-Δ effect of the conversion coefficient that system with several degrees of freedom is converted to single-degree-of-freedom system, non-resilient displacement enhancement coefficient, Hysteresis Behavior influence coefficient, structure, set up the relation between shock resistance and earthquake demand.The demand-capacity factor method also is based on the earthquake level of setting up defences, and after introducing model uncertainty and earthquake coefficient of uncertainty and analytical method coefficient of uncertainty, analyzes the relation between shock resistance and earthquake demand.The seismic performance Y-factor method Y that quantizes, set up the relation of (maximum should be considered earthquake intensity) and structural performance under the earthquake of setting up defences by reaction revisory coefficient, superpower coefficient and distortion amplification coefficient, by the seismic performance Y-factor method Y that quantizes, set up and assess the performance standard of different structure system, and computational collapse nargin ratio.But these methods all are based under the geological process of certain one-level earthquake intensity, complete performance-based seismic design.

the Seismic Evaluation technology of China, as disclosed Chinese patent on November 10th, 2010, publication number is CN101881089A, a kind of evaluation method of earthquake resistant performance of steel tube concrete building and application are disclosed, it provides a kind of FEM (finite element) model of space fiber beam of steel tube concrete building, then adopt software that described FEM (finite element) model is calculated, by the maximum relative storey displacement of the building angle that obtains, the maximum relative storey displacement angle limit value requirement of encased structures requirement is assessed the anti-seismic performance of building, seismic measures according to the assessment result design building thing of Antiseismic building performance.But the engineering structures Seismic Design Method is based on certain one-level and sets and carry out under the condition of earthquake intensity or ground motion parameter.

Summary of the invention

Technique effect of the present invention can overcome defects, and the performance-based Seismic Design Method of the multistage fortification intensity of a kind of engineering structures is provided, and it once completes the performance-based seismic design of multistage earthquake intensity.

For achieving the above object, the present invention adopts following technical scheme:

(1) adopt analytical method to obtain the bottom shearing of engineering structures and the functional relation of displacement, or the functional relation of the bottom shearing of engineering structures and displacement is changed into bottom shearing equivalent coefficient under single-degree-of-freedom system and the functional relation of displacement;

(2) according to the rules the earthquake intensity level of setting up defences according to the elastic-plastic behavior that engineering structures should be located, is adjusted the geological process under multistage fortification intensity, the geological process under the multistage fortification intensity after obtaining to adjust;

(3) under the single-degree-of-freedom system of equivalence, performance-based seismic design step under the multistage fortification intensity of engineering structures is as follows: 1) carry out the conversion of maximum relative storey displacement angle, the story drift angle, spectral displacement (the single-degree-of-freedom system displacement of equivalence), with the power curve under the single-degree-of-freedom system of equivalence be plotted in bottom shearing equivalent coefficient and maximum relative storey displacement angle, the story drift angle, spectral displacement is in the figure of coordinate axes; 2) the geological process curve under the multistage fortification intensity after adjusting according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, is plotted in bottom shearing equivalent coefficient and maximum relative storey displacement angle, the story drift angle, spectral displacement is in the figure of coordinate axes; 3) under the single-degree-of-freedom system of equivalence, if the geological process curve under the multistage fortification intensity after the power curve under the single-degree-of-freedom system of equivalence and adjustment has the performance intersection point, and the angle of displacement that the performance intersection point is corresponding satisfies the angle of displacement restriction of certain grade of fortification intensity regulation of decree, standard, standard and rules regulation, illustrate that under fortification intensity at the corresponding levels, displacement meets the demands; Otherwise, do not satisfy the displacement request of decree, standard, standard and rules;

(4) under integrally-built system, performance-based seismic design step under the multistage fortification intensity of engineering structures is as follows: 1) carry out the conversion of maximum relative storey displacement angle, the story drift angle, with the power curve under the overall structure system be plotted in bottom shearing and maximum relative storey displacement angle, the story drift angle is in the figure of coordinate axes; 2) the geological process curve under the multistage fortification intensity after adjusting, change into the bottom shearing under the overall structure system, according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, be plotted in bottom shearing equivalent coefficient and maximum relative storey displacement angle, the story drift angle is in the figure of coordinate axes; 3) under integrally-built system, if bottom the equivalence under the multistage fortification intensity after the power curve under the overall structure system and adjustment, the curve of shearing force has the performance intersection point, and the angle of displacement that the performance intersection point is corresponding satisfies the angle of displacement restriction of certain grade of fortification intensity regulation of decree, standard, standard and rules regulation, illustrate that under fortification intensity at the corresponding levels, displacement meets the demands; Otherwise, do not satisfy the displacement request of decree, standard, standard and rules.

Analytical method adopts the pushover analytic approach, applies the horizontal loading of distribution in the pushover analytic approach, the horizontal loading monotone increasing.Analytical method also can adopt the Incremental Dynamic Analysis method, in the Incremental Dynamic Analysis method, improves step by step the earthquake input level, reaches collapse state to engineering structures.Engineering structures comprises frame construction or shear wall structure or frame shear wall structure or frame supported shear wall structure or tube in tube structure or framework-core wall structure.Engineering structures comprises simply supported slab beam bridge or cantilever glider bridge or continuous girder bridge or T shape rigid frame bridge or suspension bridge or cable stayed bridge or suspension bridge or combined system birdge.Engineering structures comprises TV transmission tower or oil storage tank or pylon or warehouse or water tower or pond or chimney or tunnel or dam.

The present invention once completes the performance-based seismic design of multistage earthquake intensity, assesses the anti-seismic performance level of engineering structures under multistage fortification intensity; Whether the performance-based seismic design that is evaluated under the earthquake intensity level of setting up defences of country, local decree, standard, standard and rules regulation meets the demands; Assessment surmounts the anti-seismic performance nargin of fortification intensity; Therefore, from the more profound performance-based seismic design that realized.Once complete the performance-based seismic design of multistage earthquake intensity, also greatly improved the efficient of design.

Description of drawings

Fig. 1 is power curve under engineering structures of the present invention equivalence single-degree-of-freedom system and the comparison schematic diagram of multistage fortification intensity geological process curve;

Fig. 2 is power curve under engineering structures overall structure system of the present invention and the comparison schematic diagram of multistage fortification intensity geological process curve;

Wherein, in Fig. 1: θ-maximum relative storey displacement angle; Δ-the story drift angle; The S-spectral displacement; E-elastic displacement limit value or working stress state displacement or yield displacement; P-Elastic-plastic Displacement limit value or prevent from collapsing displacement or life security displacement; The y-yield displacement; The u-extreme displacement; 1,2,3,4,5,6-displacement state; BSF _eq-bottom shearing equivalent coefficient (earthquake effect coefficient or spectral acceleration);

In Fig. 2: θ-maximum relative storey displacement angle; Δ-the story drift angle; BSF-bottom shearing; E-elastic displacement limit value or working stress state displacement or yield displacement; P-Elastic-plastic Displacement limit value or prevent from collapsing displacement or life security displacement; The y-yield displacement; The u-extreme displacement; 1,2,3,4,5,6-displacement state.

The specific embodiment

Method of the present invention comprises the steps:

(1) adopt analytical method to obtain the bottom shearing of engineering structures and the functional relation of displacement, or the functional relation of the bottom shearing of engineering structures and displacement is changed into bottom shearing equivalent coefficient under single-degree-of-freedom system and the functional relation of displacement;

(2) the earthquake intensity level of setting up defences of stipulating according to country, local decree, standard, standard and rules, the elastic-plastic behavior that should locate according to engineering structures, geological process under multistage fortification intensity is adjusted the geological process under the multistage fortification intensity after obtaining to adjust;

(3) under the single-degree-of-freedom system of equivalence, performance-based seismic design step under the multistage fortification intensity of engineering structures is as follows: 1) carry out the conversion of maximum relative storey displacement (angle), top displacement (angle), spectral displacement (the single-degree-of-freedom system displacement of equivalence), bottom the power curve under the single-degree-of-freedom system of equivalence is plotted in, shearing equivalent coefficient and maximum relative storey displacement (angle)/top displacement (angle)/spectral displacement are in the figure of coordinate axes; 2) the geological process curve under the multistage fortification intensity after adjusting, according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, being plotted in bottom shearing equivalent coefficient and maximum relative storey displacement (angle)/top displacement (angle)/spectral displacement is in the figure of coordinate axes; 3) under the single-degree-of-freedom system of equivalence, if the geological process curve under the multistage fortification intensity after the power curve under the single-degree-of-freedom system of equivalence and adjustment has the performance intersection point, and displacement (angle) restriction of certain grade of fortification intensity regulation of decree, standard, standard and rules regulation is satisfied in the displacement that the performance intersection point is corresponding (angle), illustrate that under fortification intensity at the corresponding levels, displacement meets the demands; Otherwise, do not satisfy the displacement request of decree, standard, standard and rules.

(4) under integrally-built system, performance-based seismic design step under the multistage fortification intensity of engineering structures is as follows: 1) carry out the conversion of maximum relative storey displacement (angle), top displacement (angle), bottom the power curve under the overall structure system is plotted in, shearing and maximum relative storey displacement (angle)/top displacement (angle) are in the figure of coordinate axes; 2) the geological process curve under the multistage fortification intensity after adjusting, change into the bottom shearing under the overall structure system, according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, be plotted in bottom shearing equivalent coefficient and maximum relative storey displacement (angle)/top displacement (angle) in the figure of coordinate axes; 3) under integrally-built system, if bottom the equivalence under the multistage fortification intensity after the power curve under the overall structure system and adjustment, the curve of shearing force has the performance intersection point, and displacement (angle) restriction of certain grade of fortification intensity regulation of decree, standard, standard and rules regulation is satisfied in the displacement that the performance intersection point is corresponding (angle), illustrate that under fortification intensity at the corresponding levels, displacement meets the demands; Otherwise, do not satisfy the displacement request of decree, standard, standard and rules.

1, adopt analytical method to obtain the bottom shearing of engineering structures and the functional relation of displacement, or the functional relation of the bottom shearing of engineering structures and displacement is changed into bottom shearing equivalent coefficient under single-degree-of-freedom system and the functional relation of displacement, concrete steps are as follows:

(1) adopt PUSHOVER pushover or IDA Incremental Dynamic Analysis method, set up the relation at bottom shearing and the story drift angle, interlayer maximum displacement angle, functional relation can be expressed as

V＝f(Δ _roof-d) (1)

V＝f(Δ _drifr-d) (2)

In formula, V is for being structural base shearing, Δ _Roof-dBe top displacement, Δ _Drifr-dBe maximum relative storey displacement.

(2) obtain the Elastic mode of structure according to Constructional Modal Analysis, consider the impact of many vibration shapes, determine the generalized equivalent vibration shape participation coefficient Γ of engineering structures system with several degrees of freedom _eqWith the generalized equivalent mass M _eq

The vibration shape participation coefficients such as calculating

${\mathrm{\γ}}_j=\underset{i=1}{\overset{N}{\mathrm{\Σ}}}{\mathrm{\φ}}_{i,j}{G}_i/\underset{i=1}{\overset{N}{\mathrm{\Σ}}}{\mathrm{\φ}}_{i,j}^2{G}_i---\left(3\right)$

Wherein, γ _j-Di j first order mode participation coefficient; φ _{I, j}-Di i particle j first order mode, G _i-Di i particle representative value of gravity load.

Calculate the equivalent vibration shape

${\mathrm{\φ}}_{i,\mathrm{eq}}=\sqrt{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\left({\mathrm{\φ}}_{i,j}{\mathrm{\γ}}_j\right)}^2}---\left(4\right)$

Wherein, φ _{I, eq}-multiple degrees of freedom i particle equivalence the vibration shape.M-vibration shape number is simplified when calculating, and the vibration shape is counted m=1.

Calculate equivalent mode participation coefficient and equivalent modal mass

${\mathrm{\Γ}}_{\mathrm{eq}}=\underset{i=1}{\overset{N}{\mathrm{\Σ}}}{G}_i{\mathrm{\φ}}_{i,\mathrm{eq}}/\underset{i=1}{\overset{N}{\mathrm{\Σ}}}{G}_i{\mathrm{\φ}}_{i,\mathrm{eq}}^2---\left(5\right)$

$M_{\mathrm{eq}}={\left(\underset{i=1}{\overset{N}{\mathrm{\Σ}}}{G}_i{\mathrm{\φ}}_{i,\mathrm{eq}}\right)}^2/\underset{i=1}{\overset{N}{\mathrm{\Σ}}}{G}_i{\mathrm{\φ}}_{i,\mathrm{eq}}^2---\left(6\right)$

(3) with the bottom shearing of engineering structures system with several degrees of freedom and the functional relation of displacement, change into the bottom shearing equivalent coefficient of single-degree-of-freedom system and the functional relation of displacement, bottom shearing equivalent coefficient can be expressed with earthquake effect coefficient and spectral acceleration:

$S_a=V/M_{\mathrm{eq}}{\mathrm{\Γ}}_{\mathrm{eq}}^2---\left(7\right)$

$\mathrm{\α}=V/g{M}_{\mathrm{eq}}{\mathrm{\Γ}}_{\mathrm{eq}}^2---\left(8\right)$

S _roof-d＝Δ _roof-d/Γ _eq (9)

In formula, S _aBe the spectral acceleration under single-degree-of-freedom system, α is the earthquake effect coefficient of equivalence under single-degree-of-freedom system, and g is acceleration of gravity.S _Roof-dBe spectral displacement under single-degree-of-freedom system (summit equivalent displacement).In like manner can get earthquake effect factor alpha and the maximum interlayer equivalent displacement S of equivalence under single-degree-of-freedom system _Drift-dFunctional relation, method is the same.

2, the earthquake intensity level of setting up defences of stipulating according to country, local decree, standard, standard and rules, the elastic-plastic behavior that should locate according to engineering structures, geological process under multistage fortification intensity is adjusted, the geological process under the multistage fortification intensity after obtaining to adjust, concrete steps are as follows:

The level of providing fortification against earthquakes of the countries such as China, the U.S., Japan, Europe, New Zealand, the target of providing fortification against earthquakes, design earthquake operational factors, displacement restriction, seismic measures etc. are difference to some extent, but be all that the employing design response spectrum is to determine geological process.Now take China " seismic design provision in building code " (GB50011-2010) as example, introduce definite method of geological process of the present invention, definite method of the geological process of the other countries such as the U.S., Japan, Europe, New Zealand is identical.

(1) (GB50011-2010) stipulate geological process segmentation value as follows according to " seismic design provision in building code ".

$\mathrm{\&alpha;}=\left\{\begin{array}{cc}0.45{\mathrm{\&alpha;}}_{\max }+(10{\mathrm{\&eta;}}_2-4.5){\mathrm{\&alpha;}}_{\mathrm{<figure-callout\; id="0"\; label="max\; T"\; filenames="HDA0000120394730000011.png,HDA0000120394730000021.png"\; state="\{\{state\}\}">max</figure-callout>}}T& 0\&le;T\&le;0.1s\\ {\mathrm{\&eta;}}_2{\mathrm{\&alpha;}}_{\max }& 0.1s<T\&le;T_g\\ {(T_g/T)}^{\mathrm{\&gamma;}}{\mathrm{\&eta;}}_2{\mathrm{\&alpha;}}_{\max }& T_g<T\&le;{5T}_g\\ [{\mathrm{\&eta;}}_2{0.2}^{\mathrm{\&gamma;}}-{\mathrm{\&eta;}}_1(T-5T_g)]{\mathrm{\&alpha;}}_{\max }& 5T_g<T\&le;6.0s\end{array}\right.---\left(10\right)$

γ＝0.9+(0.05-ζ _eq)/(0.3+6ζ _eq) (11)

η ₁＝0.02+(0.05-ζ _eq)/(4+32ζ _eq) (12)

η ₂＝1+(0.05-ζ _eq)/(0.08+1.6ζ _eq) (13)

In formula, α is the earthquake effect coefficient; α _maxMeet or seldom meet earthquake intensity earthquake effect coefficient maximum value for more; γ is the damped expoential of curve descending branch; T _gBe eigenperiod; η ₁For the descending slope of straight line descending branch is adjusted coefficient; η ₂For coefficient is adjusted in damping; T is free vibration period of structure, ζ _eqBe equivalent damping ratio.

(2) geological process of elastic stage

When engineering structures is in elastic stage, equivalent damping is

ζ _eq＝ζ ₀ (14)

In formula, ζ ₀Be the elastic damping ratio.According to formula (10-14), but the geological process of calculating elastic state engineering structures.

(3) geological process of plastic state

When engineering structures is in plastic state, the cycle of structure will constantly change with plastic state, utilize the cycle in the secant Rigidity Calculation equivalents of maximum displacement place; The principle that the Hysteresis Energy that consumes in the power consumption of utilization viscous damping in the equivalent linearization system and plasticity system equates, hysteretic damping in the computational plasticity system.Also can adopt other method to calculate cycle and the hysteretic damping of equivalents, repeat no more.

$T={\mathrm{<figure-callout\; id="0"\; label="T"\; filenames="HDA0000120394730000011.png,HDA0000120394730000021.png"\; state="\{\{state\}\}">T</figure-callout>}}_0\sqrt{\mathrm{\&mu;}/(1-\mathrm{\&beta;}+\mathrm{\&beta;\&mu;})}---\left(15\right)$

${\mathrm{\&zeta;}}_{\mathrm{hyst}}=\frac{1}{\mathrm{\&pi;}}[1-\frac{1}{\sqrt{\mathrm{\&mu;}}}(1+\mathrm{\&beta;\&mu;}-\mathrm{\&beta;})]---\left(16\right)$

In formula, β is rear surrender rigidity and the ratio of initial stiffness, and μ is the displacement ductility of structural system.

When engineering structures is in plastic state, damping ratio will constantly change with plastic state, and the equivalent damping ratio of engineering structures is

ζ _eq＝ζ ₀+ζ _hyst (17)

According to formula (10-13) and formula (15-17), but the geological process of computational plasticity state engineering structures.

3, under the single-degree-of-freedom system of equivalence, complete the performance-based seismic design under multistage fortification intensity, concrete steps are as follows:

(1) under the single-degree-of-freedom system of equivalence, carry out the conversion of maximum relative storey displacement (angle), top displacement (angle), spectral displacement (the single-degree-of-freedom system displacement of equivalence).

(2) power curve under the single-degree-of-freedom system of equivalence being plotted in bottom shearing equivalent coefficient and maximum relative storey displacement (angle)/top displacement (angle)/spectral displacement is in Fig. 1 of coordinate axes.

(3) to the geological process curve under the multistage fortification intensity after adjusting, according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, being plotted in bottom shearing equivalent coefficient and maximum relative storey displacement (angle)/top displacement (angle)/spectral displacement is in Fig. 1 of coordinate axes.

(4) decree of the countries such as China, the U.S., Japan, Europe, New Zealand, standard, standard and rules regulation or the implicit two-stage displacement control criterion that is defined under multistage fortification intensity, the one, elastic displacement limit value or working stress state displacement or yield displacement; The 2nd, Elastic-plastic Displacement limit value or prevent from collapsing displacement or life security displacement.

now take China " seismic design provision in building code " (GB50011-2010) as the example (U.S., Japan, Europe, the other countries such as New Zealand are identical), 6,7,8, under 9 fortification intensities, under the single-degree-of-freedom system of equivalence, if the geological process curve under the multistage fortification intensity after the power curve under the single-degree-of-freedom system of equivalence and adjustment has the performance intersection point, and decree is satisfied in the displacement that the performance intersection point is corresponding (angle), standard, displacement (angle) restriction of certain grade of fortification intensity regulation of standard and rules regulation, illustrate under fortification intensity at the corresponding levels, displacement meets the demands, otherwise, do not satisfy the displacement request of decree, standard, standard and rules, see Fig. 1 for details.

Under multistage fortification intensity surpass two-stage displacement control criterion the time, the performance-based Seismic Design Method is identical with said method, repeats no more.

4, under integrally-built system, complete the performance-based seismic design under multistage fortification intensity, concrete steps are as follows:

(1) carry out the conversion of maximum relative storey displacement (angle), top displacement (angle), bottom the power curve under the overall structure system is plotted in, shearing and maximum relative storey displacement (angle)/top displacement (angle) are in Fig. 2 of coordinate axes.

(2) to the geological process curve under the multistage fortification intensity after adjusting, change into the bottom shearing under the overall structure system.

$V=S_a{M}_{\mathrm{eq}}{\mathrm{\&Gamma;}}_{\mathrm{<figure-callout\; id="2"\; label="eq"\; filenames="HDA0000120394730000011.png,HDA0000120394730000021.png"\; state="\{\{state\}\}">eq</figure-callout>}}^2=\mathrm{\&alpha;g}{M}_{\mathrm{eq}}{\mathrm{\&Gamma;}}_{\mathrm{eq}}^2---\left(18\right)$

Δ _roof-d＝S _roof-dΓ _eq (19)

Carry out the conversion of maximum relative storey displacement (angle), top displacement (angle), according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, be plotted in bottom shearing equivalent coefficient and maximum relative storey displacement (angle)/top displacement (angle) in Fig. 2 of coordinate axes.

(3) decree of the countries such as China, the U.S., Japan, Europe, New Zealand, standard, standard and rules regulation or the implicit two-stage displacement control criterion that is defined under multistage fortification intensity, the one, elastic displacement limit value or working stress state displacement or yield displacement; The 2nd, Elastic-plastic Displacement limit value or prevent from collapsing displacement or life security displacement.

Now take China " seismic design provision in building code " (GB50011-2010) as example (other countries such as the U.S., Japan, Europe, New Zealand are identical), under 6,7,8,9 fortification intensities, for the overall structure system, if the geological process curve under the multistage fortification intensity after the power curve under the overall structure system and adjustment has the performance intersection point, and displacement (angle) restriction of certain grade of fortification intensity regulation of decree, standard, standard and rules regulation is satisfied in the displacement that the performance intersection point is corresponding (angle), illustrate that under fortification intensity at the corresponding levels, displacement meets the demands; Otherwise, do not satisfy the displacement request of decree, standard, standard and rules, see Fig. 2 for details.

Under multistage fortification intensity surpass two-stage displacement control criterion the time, the performance-based Seismic Design Method under multistage fortification intensity is identical with said method, repeats no more.

Claims (8)

1. the performance-based Seismic Design Method under the multistage fortification intensity of engineering structures, is characterized in that, comprises the steps:

(1) adopt analytical method to obtain the bottom shearing of engineering structures and the functional relation of displacement, or the functional relation of the bottom shearing of engineering structures and displacement is changed into bottom shearing equivalent coefficient under single-degree-of-freedom system and the functional relation of displacement;

(2) according to the rules the earthquake intensity level of setting up defences according to the elastic-plastic behavior that engineering structures should be located, is adjusted the geological process under multistage fortification intensity, the geological process under the multistage fortification intensity after obtaining to adjust;

(3) under the single-degree-of-freedom system of equivalence, performance-based seismic design step under the multistage fortification intensity of engineering structures is as follows: 1) carry out the conversion of maximum relative storey displacement angle, the story drift angle, spectral displacement, with the power curve under the single-degree-of-freedom system of equivalence be plotted in bottom shearing equivalent coefficient and maximum relative storey displacement angle, the story drift angle, spectral displacement is in the figure of coordinate axes; 2) the geological process curve under the multistage fortification intensity after adjusting according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, is plotted in bottom shearing equivalent coefficient and maximum relative storey displacement angle, the story drift angle, spectral displacement is in the figure of coordinate axes; 3) under the single-degree-of-freedom system of equivalence, if the geological process curve under the multistage fortification intensity after the power curve under the single-degree-of-freedom system of equivalence and adjustment has the performance intersection point, and the angle of displacement that the performance intersection point is corresponding satisfies the angle of displacement restriction of certain grade of fortification intensity regulation of regulation, illustrate that under fortification intensity at the corresponding levels, displacement meets the demands; Otherwise, do not satisfy displacement request;

(4) under integrally-built system, performance-based seismic design step under the multistage fortification intensity of engineering structures is as follows: 1) carry out the conversion of maximum relative storey displacement angle, the story drift angle, with the power curve under the overall structure system be plotted in bottom shearing and maximum relative storey displacement angle, the story drift angle is in the figure of coordinate axes; 2) the geological process curve under the multistage fortification intensity after adjusting, change into the bottom shearing under the overall structure system, according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, be plotted in bottom shearing equivalent coefficient and maximum relative storey displacement angle, the story drift angle is in the figure of coordinate axes; 3) under integrally-built system, if bottom the equivalence under the multistage fortification intensity after the power curve under the overall structure system and adjustment, the curve of shearing force has the performance intersection point, and the angle of displacement that the performance intersection point is corresponding satisfies the angle of displacement restriction of certain grade of fortification intensity regulation of regulation, illustrate that under fortification intensity at the corresponding levels, displacement meets the demands; Otherwise, do not satisfy displacement request.

2. the performance-based Seismic Design Method under the multistage fortification intensity of engineering structures according to claim 1, is characterized in that, the analytical method in step (1) adopts the pushover analytic approach.

3. the performance-based Seismic Design Method under the multistage fortification intensity of engineering structures according to claim 2, is characterized in that, applies the horizontal loading of distribution in the pushover analytic approach, the horizontal loading monotone increasing.

4. the performance-based Seismic Design Method under the multistage fortification intensity of engineering structures according to claim 1, is characterized in that, the analytical method in step (1) adopts the Incremental Dynamic Analysis method.

5. the performance-based Seismic Design Method under the multistage fortification intensity of engineering structures according to claim 4, is characterized in that, in the Incremental Dynamic Analysis method, improves step by step the earthquake input level structural element is progressively surrendered.

6. the performance-based Seismic Design Method under the according to claim 3 or 5 multistage fortification intensities of described engineering structures, it is characterized in that, engineering structures comprises frame construction or shear wall structure or frame shear wall structure or frame supported shear wall structure or tube in tube structure or framework-core wall structure.

7. the performance-based Seismic Design Method under the according to claim 3 or 5 multistage fortification intensities of described engineering structures, it is characterized in that, engineering structures comprises simply supported slab beam bridge or cantilever glider bridge or continuous girder bridge or T shape rigid frame bridge or suspension bridge or cable stayed bridge or suspension bridge or combined system birdge.

8. the performance-based Seismic Design Method under the according to claim 3 or 5 multistage fortification intensities of described engineering structures, it is characterized in that, engineering structures comprises TV transmission tower or oil storage tank or pylon or warehouse or water tower or pond or chimney or tunnel or dam.

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