CN103161234B - 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 earthquake intensity of engineering structures multi-level heating net

Technical field

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

Background technology

Design based on performance is the advanced subject of international earthquake research, also be 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 code such as the performance specification (2009) of facility, Chinese earthquake resistant code (2010) have started to adopt design based on performance all.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 spectral curve, obtains performance point, determines the displacement of structure under seismic design level and plastic hinge distribution etc., thus the shock resistance of evaluation structure.Displacement of targets method is under seismic design level, consider the multiple factors such as P-Δ effect that system with several degrees of freedom is converted to the conversion coefficient of single-degree-of-freedom system, non-resilient displacement enhancement coefficient, Hysteresis Behavior influence coefficient, structure, establish the relation between shock resistance and seismic demand.Demand-capacity factor method is also based on horizontal earthquake 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 seismic demand.The seismic performance Y-factor method Y quantized, the relation of (maximum should consider earthquake intensity) and structural performance under establishing by reaction revisory coefficient, over-strength factor and distortion amplification coefficient earthquake of setting up defences, seismic performance Y-factor method Y by quantifying, set up and assess the performance standard of different structural-system, and calculate the nargin ratio that collapses.But these methods are all under the geological process based on certain one-level earthquake intensity, complete performance-based seismic design.

The Seismic Evaluation technology of China, Chinese patent disclosed in 10 days November in 2010, publication number is CN101881089A, disclose a kind of evaluation method of earthquake resistant performance of steel tube concrete building and application, it provides a kind of FEM (finite element) model of space fiber beam of steel tube concrete building, then software is adopted to calculate described FEM (finite element) model, by the maximum story drift of building obtained, to the anti-seismic performance of the maximum story drift limit value requirement assessment building that encased structures requires, according to the seismic measures of the assessment result design building thing of Antiseismic building performance.But engineering structures Seismic Design Method is carried out under setting the condition of earthquake intensity or ground motion parameter based on certain one-level.

Summary of the invention

Technique effect of the present invention can overcome above-mentioned defect, provides the performance-based Seismic Design Method of a kind of engineering structures multi-level heating net earthquake intensity, 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) analytical method is adopted to obtain the bottom shearing of engineering structures and the functional relation of displacement, or the functional relation of the bottom shell force equivalence coefficient bottom shearing of engineering structures and the functional relation of displacement changed under single-degree-of-freedom system and displacement;

(2) earthquake intensity level of setting up defences according to the rules, the elastic-plastic behavior should located according to engineering structures, adjusts the geological process under multi-level heating net earthquake intensity, obtains the geological process under the multi-level heating net earthquake intensity after adjustment;

(3) under the single-degree-of-freedom system of equivalence, performance-based seismic design step under the earthquake intensity of engineering structures multi-level heating net is as follows: the conversion 1) carrying out maximum story drift, the story drift angle, spectral displacement (the single-degree-of-freedom system displacement of equivalence), and bottom being plotted in by the power curve under the single-degree-of-freedom system of equivalence, shell force equivalence coefficient and maximum story drift, the story drift angle, spectral displacement are in the figure of coordinate axes; 2) by the geological process curve under the multi-level heating net earthquake intensity after adjustment, according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, bottom being plotted in, shell force equivalence coefficient and maximum story drift, the story drift angle, spectral displacement are in the figure of coordinate axes; 3) under the single-degree-of-freedom system of equivalence, if the power curve under the single-degree-of-freedom system of equivalence with adjustment after multi-level heating net earthquake intensity under geological process curve have performance intersection point, and the angle of displacement restriction that certain grade of fortification intensity that angle of displacement corresponding to performance intersection point meets decree, specification, standard and regulations stipulate specifies, under fortification intensity at the corresponding levels is described, displacement meets the demands; Otherwise, do not meet the displacement request of decree, specification, standard and code;

(4) under integrally-built system, performance-based seismic design step under the earthquake intensity of engineering structures multi-level heating net is as follows: the conversion 1) carrying out maximum story drift, the story drift angle, and bottom being plotted in by the power curve under integral structural system, shearing and maximum story drift, the story drift angle are in the figure of coordinate axes; 2) by the geological process curve under the multi-level heating net earthquake intensity after adjustment, change into the bottom shearing under integral structural system, according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, bottom being plotted in, shell force equivalence coefficient and maximum story drift, the story drift angle are in the figure of coordinate axes; 3) under integrally-built system, if the power curve under integral structural system with adjustment after multi-level heating net earthquake intensity under equivalence bottom the curve of shearing force have performance intersection point, and the angle of displacement restriction that certain grade of fortification intensity that angle of displacement corresponding to performance intersection point meets decree, specification, standard and regulations stipulate specifies, under fortification intensity at the corresponding levels is described, displacement meets the demands; Otherwise, do not meet the displacement request of decree, specification, standard and code.

Analytical method adopts static push over analysis method, applies the horizontal loading distributed, horizontal loading monotone increasing in static push over analysis method.Analytical method also can adopt Incremental Dynamic Analysis method, in Incremental Dynamic Analysis method, improves Seismic input level step by step, 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 Frame-Shear wall.Engineering structures comprises simply supported slab beam bridge or cantilever glider bridge or continuous girder bridge or T-shaped 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, the anti-seismic performance level of engineering structures under the earthquake intensity of assessment multi-level heating net; Whether the performance-based seismic design assessed under the earthquake intensity level of setting up defences of country, local decree, specification, standard and regulations stipulate meets the demands; Assessment surmounts the anti-seismic performance nargin of fortification intensity; Therefore, performance-based seismic design is achieved from more profound.Once complete the performance-based seismic design of multistage earthquake intensity, also drastically increase the efficiency of design.

Accompanying drawing explanation

Fig. 1 be power curve under engineering structures equivalent SDOF system of the present invention with multi-level heating net earthquake intensity geological process curve compare schematic diagram;

Fig. 2 be power curve under engineering structures integral structural system of the present invention with multi-level heating net earthquake intensity geological process curve compare schematic diagram;

Wherein, in Fig. 1: θ-maximum story drift; Δ-the story drift angle; S-spectral displacement; E-elastic displacement limit value or working stress state displacement or yield displacement; P-Elastic-plastic Displacement limit value or prevent collapse displacement or life security displacement; Y-yield displacement; U-extreme displacement; 1,2,3,4,5,6-displacement state; BSF _eq-bottom shell force equivalence coefficient (seismic influence coefficient or spectral acceleration);

In Fig. 2: θ-maximum story drift; Δ-the story drift angle; Shearing bottom BSF-; E-elastic displacement limit value or working stress state displacement or yield displacement; P-Elastic-plastic Displacement limit value or prevent collapse displacement or life security displacement; Y-yield displacement; U-extreme displacement; 1,2,3,4,5,6-displacement state.

Detailed description of the invention

Method of the present invention comprises the steps:

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

(2) according to the earthquake intensity level of setting up defences of country, local decree, specification, standard and regulations stipulate, according to the elastic-plastic behavior that engineering structures should be located, geological process under multi-level heating net earthquake intensity is adjusted, obtains the geological process under the multi-level heating net earthquake intensity after adjustment;

(3) under the single-degree-of-freedom system of equivalence, performance-based seismic design step under the earthquake intensity of engineering structures multi-level heating net is as follows: the conversion 1) carrying out maximum relative storey displacement (angle), top displacement (angle), spectral displacement (the single-degree-of-freedom system displacement of equivalence), and bottom being plotted in by the power curve under the single-degree-of-freedom system of equivalence, shell force equivalence coefficient and maximum relative storey displacement (angle)/top displacement (angle)/spectral displacement are in the figure of coordinate axes; 2) by the geological process curve under the multi-level heating net earthquake intensity after adjustment, according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, bottom being plotted in, shell force equivalence coefficient and maximum relative storey displacement (angle)/top displacement (angle)/spectral displacement are in the figure of coordinate axes; 3) under the single-degree-of-freedom system of equivalence, if the power curve under the single-degree-of-freedom system of equivalence with adjustment after multi-level heating net earthquake intensity under geological process curve have performance intersection point, and displacement (angle) restriction that certain grade of fortification intensity that the displacement that performance intersection point is corresponding (angle) meets decree, specification, standard and regulations stipulate specifies, under fortification intensity at the corresponding levels is described, displacement meets the demands; Otherwise, do not meet the displacement request of decree, specification, standard and code.

(4) under integrally-built system, performance-based seismic design step under the earthquake intensity of engineering structures multi-level heating net is as follows: the conversion 1) carrying out maximum relative storey displacement (angle), top displacement (angle), in the figure that bottom being plotted in by the power curve under integral structural system, shearing and maximum relative storey displacement (angle)/top displacement (angle) are coordinate axes; 2) by the geological process curve under the multi-level heating net earthquake intensity after adjustment, change into the bottom shearing under integral structural system, according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, in the figure that bottom being plotted in, shell force equivalence coefficient and maximum relative storey displacement (angle)/top displacement (angle) are coordinate axes; 3) under integrally-built system, if the power curve under integral structural system with adjustment after multi-level heating net earthquake intensity under equivalence bottom the curve of shearing force have performance intersection point, and displacement (angle) restriction that certain grade of fortification intensity that the displacement that performance intersection point is corresponding (angle) meets decree, specification, standard and regulations stipulate specifies, under fortification intensity at the corresponding levels is described, displacement meets the demands; Otherwise, do not meet the displacement request of decree, specification, standard and code.

1, analytical method is adopted to obtain the bottom shearing of engineering structures and the functional relation of displacement, or the functional relation of the bottom shell force equivalence coefficient bottom shearing of engineering structures and the functional relation of displacement changed under single-degree-of-freedom system and 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-dfor top displacement, Δ _drifr-dfor maximum relative storey displacement.

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

The mode participation coefficient 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-jth first order mode participation coefficient; φ _{i, j}-the i-th particle jth first order mode, G _i-the i-th 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-th particle equivalence the vibration shape.M-vibration shape number, when simplifying calculating, vibration shape number m=1.

Calculate equivalent modalities participation coefficient and equivalent modalities quality

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

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

(3) by the bottom shearing of engineering structures system with several degrees of freedom and the functional relation of displacement, change into the bottom shell force equivalence coefficient of single-degree-of-freedom system and the functional relation of displacement, bottom shell force equivalence coefficient available seismic influence coefficient and spectral acceleration are expressed:

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

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

S _roof-d＝Δ _roof-d/Γ _eq(9)

In formula, S _afor the spectral acceleration under single-degree-of-freedom system, α is the seismic influence coefficient of equivalence under single-degree-of-freedom system, and g is acceleration of gravity.S _roof-dfor spectral displacement under single-degree-of-freedom system (summit equivalent displacement).In like manner can obtain, equivalent displacement S between the seismic influence coefficient α of equivalence under single-degree-of-freedom system and maximum layer _drift-dfunctional relation, method is the same.

2, according to the earthquake intensity level of setting up defences of country, local decree, specification, standard and regulations stipulate, according to the elastic-plastic behavior that engineering structures should be located, adjust the geological process under multi-level heating net earthquake intensity, obtain the geological process under the multi-level heating net earthquake intensity after adjustment, concrete steps are as follows:

The difference to some extent such as earthquake fortification level, aseismic fortification objects, design earthquake operational factors, displacement restriction, seismic measures of the country such as China, the U.S., Japan, Europe, New Zealand, but be all adopt design response spectrum to be determine geological process.Now for China " seismic design provision in building code " (GB50011-2010), introduce the defining method of geological process of the present invention, the defining method of the geological process of the other countries such as the U.S., Japan, Europe, New Zealand is identical.

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

$\mathrm{\&alpha;}=\left\{\begin{array}{cc}0.45{\mathrm{\&alpha;}}_{\max }+(10{\mathrm{\&eta;}}_2-4.5){\mathrm{\&alpha;}}_{\max }T& 0\&le;T\&le;0.1s\\ {\mathrm{\&eta;}}_2{\mathrm{\&alpha;}}_{\max }& 0.1s<T\&le;T_g\\ {(T_g/T)}^{\mathrm{\&gamma;}}{\mathrm{\&eta;}}_2{\mathrm{\&alpha;}}_{\max }& T_g<T\&le;{5T}_g\\ [{\mathrm{\&eta;}}_2{0.2}^{\mathrm{\&gamma;}}-{\mathrm{\&eta;}}_1(T-5T_g)]{\mathrm{\&alpha;}}_{\max }& 5T_g<T\&le;6.0s\end{array}\right.---\left(10\right)$

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 seismic influence coefficient; α _maxfor meeting more or seldom meeting earthquake intensity seismic influence coefficient maximum value; γ is the damped expoential of curve descending branch; T _gfor eigenperiod; η ₁for the descending slope regulation coefficient of straight line descending branch; η ₂for damping regulation coefficient; T is free vibration period of structure, ζ _eqfor 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 ₀for elastic damping ratio.According to formula (10-14), can 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 constantly will change with plastic state, utilize the cycle calculating equivalents at the secant stiffness of maximum displacement place; Utilize the principle that the power consumption of viscous damping is equal with the Hysteresis Energy consumed in plasticity system in equivalent linearization system, hysteretic damping in computational plasticity system.Also other method can be adopted to calculate cycle and the hysteretic damping of equivalents, repeat no more.

$T=T_0\sqrt{\mathrm{\&mu;}/(1-\mathrm{\&beta;}+\mathrm{\&beta;\&mu;})}---\left(15\right)$

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

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 constantly will 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), can 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 multi-level heating net earthquake intensity, concrete steps are as follows:

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

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

(3) to the geological process curve under the multi-level heating net earthquake intensity after adjustment, according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, bottom being plotted in, shell force equivalence coefficient and maximum relative storey displacement (angle)/top displacement (angle)/spectral displacement are in Fig. 1 of coordinate axes.

(4) decree of the country such as China, the U.S., Japan, Europe, New Zealand, specification, standard and regulations stipulate or the implicit two-stage Bit andits control standard be defined under multi-level heating net earthquake intensity, one is elastic displacement limit value or working stress state displacement or yield displacement; Two are Elastic-plastic Displacement limit values or prevent collapse displacement or life security displacement.

Now for " seismic design provision in building code " (GB50011-2010) (U.S. of China, 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 power curve under the single-degree-of-freedom system of equivalence with adjustment after multi-level heating net earthquake intensity under geological process curve have performance intersection point, and the displacement that performance intersection point is corresponding (angle) meets decree, specification, the displacement (angle) that certain grade of fortification intensity of standard and regulations stipulate specifies limits, under fortification intensity at the corresponding levels is described, displacement meets the demands, otherwise, do not meet the displacement request of decree, specification, standard and code, refer to Fig. 1.

Under multi-level heating net earthquake intensity exceed two-stage Bit andits control standard time, 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 multi-level heating net earthquake intensity, concrete steps are as follows:

(1) conversion of maximum relative storey displacement (angle), top displacement (angle) is carried out, in Fig. 2 that bottom being plotted in by the power curve under integral structural system, shearing and maximum relative storey displacement (angle)/top displacement (angle) are coordinate axes.

(2) to the geological process curve under the multi-level heating net earthquake intensity after adjustment, the bottom shearing under integral structural system is changed into.

$V=S_a{M}_{\mathrm{eq}}{\mathrm{\&Gamma;}}_{\mathrm{eq}}^2=\mathrm{\&alpha;g}{M}_{\mathrm{eq}}{\mathrm{\&Gamma;}}_{\mathrm{eq}}^2---\left(18\right)$

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, in Fig. 2 that bottom being plotted in, shell force equivalence coefficient and maximum relative storey displacement (angle)/top displacement (angle) are coordinate axes.

(3) decree of the country such as China, the U.S., Japan, Europe, New Zealand, specification, standard and regulations stipulate or the implicit two-stage Bit andits control standard be defined under multi-level heating net earthquake intensity, one is elastic displacement limit value or working stress state displacement or yield displacement; Two are Elastic-plastic Displacement limit values or prevent collapse displacement or life security displacement.

Now for China " seismic design provision in building code " (GB50011-2010) other countries such as (identical) U.S., Japan, Europe, New Zealand, under 6,7,8,9 fortification intensities, for integral structural system, if the power curve under integral structural system with adjustment after multi-level heating net earthquake intensity under geological process curve have performance intersection point, and displacement (angle) restriction that certain grade of fortification intensity that the displacement that performance intersection point is corresponding (angle) meets decree, specification, standard and regulations stipulate specifies, under fortification intensity at the corresponding levels is described, displacement meets the demands; Otherwise, do not meet the displacement request of decree, specification, standard and code, refer to Fig. 2.

Under multi-level heating net earthquake intensity exceed two-stage Bit andits control standard time, the performance-based Seismic Design Method under multi-level heating net earthquake intensity is identical with said method, repeats no more.

Claims (4)

1. the performance-based Seismic Design Method under the earthquake intensity of engineering structures multi-level heating net, is characterized in that, comprise the steps:

(1) analytical method is adopted to obtain the bottom shearing of engineering structures and the functional relation of displacement, or the functional relation of the bottom shell force equivalence coefficient bottom shearing of engineering structures and the functional relation of displacement changed under single-degree-of-freedom system and displacement, analytical method can adopt static push over analysis method or Incremental Dynamic Analysis method;

(2) earthquake intensity level of setting up defences according to the rules, the elastic-plastic behavior should located according to engineering structures, adjusts the geological process under multi-level heating net earthquake intensity, obtains the geological process under the multi-level heating net earthquake intensity after adjustment;

(3) under the single-degree-of-freedom system of equivalence, performance-based seismic design step under the earthquake intensity of engineering structures multi-level heating net is as follows: the conversion 1) carrying out maximum story drift, the story drift angle, spectral displacement, and bottom being plotted in by the power curve under the single-degree-of-freedom system of equivalence, shell force equivalence coefficient and maximum story drift, the story drift angle, spectral displacement are in the figure of coordinate axes; 2) by the geological process curve under the multi-level heating net earthquake intensity after adjustment, according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, bottom being plotted in, shell force equivalence coefficient and maximum story drift, the story drift angle, spectral displacement are in the figure of coordinate axes; 3) under the single-degree-of-freedom system of equivalence, if the power curve under the single-degree-of-freedom system of equivalence with adjustment after multi-level heating net earthquake intensity under geological process curve have performance intersection point, and the angle of displacement restriction that certain grade of fortification intensity that angle of displacement corresponding to performance intersection point meets regulation specifies, under fortification intensity at the corresponding levels is described, displacement meets the demands; Otherwise, do not meet displacement request;

(4) under integrally-built system, performance-based seismic design step under the earthquake intensity of engineering structures multi-level heating net is as follows: the conversion 1) carrying out maximum story drift, the story drift angle, and bottom being plotted in by the power curve under integral structural system, shearing and maximum story drift, the story drift angle are in the figure of coordinate axes; 2) by the geological process curve under the multi-level heating net earthquake intensity after adjustment, change into the bottom shearing under integral structural system, according to elastic-plastic behavior and corresponding Elastic-plastic Displacement, bottom being plotted in, shell force equivalence coefficient and maximum story drift, the story drift angle are in the figure of coordinate axes; 3) under integrally-built system, if the power curve under integral structural system with adjustment after multi-level heating net earthquake intensity under equivalence bottom the curve of shearing force have performance intersection point, and the angle of displacement restriction that certain grade of fortification intensity that angle of displacement corresponding to performance intersection point meets regulation specifies, under fortification intensity at the corresponding levels is described, displacement meets the demands; Otherwise, do not meet displacement request.

2. the performance-based Seismic Design Method under engineering structures multi-level heating net according to claim 1 earthquake intensity, 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 Frame-Shear wall.

3. the performance-based Seismic Design Method under engineering structures multi-level heating net according to claim 1 earthquake intensity, it is characterized in that, engineering structures comprises simply supported slab beam bridge or cantilever glider bridge or continuous girder bridge or T-shaped rigid frame bridge or suspension bridge or cable stayed bridge or suspension bridge or combined system birdge.

4. the performance-based Seismic Design Method under engineering structures multi-level heating net according to claim 1 earthquake intensity, 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.