CN107403032A - Aseismic Behavior of Tall optimization method based on sensitivity coefficient method - Google Patents
Aseismic Behavior of Tall optimization method based on sensitivity coefficient method Download PDFInfo
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Abstract
The invention discloses the Aseismic Behavior of Tall optimization method based on sensitivity coefficient method, the optimization method includes step (1), establishes high building structure model；(2), a certain item anti-seismic performance index in angle of displacement or Displacement Ratio is selected to be grouped as optimization aim, and to structural elements；(3), the constraints and an object function of setting structure component optimization；(4) optimized variable, is formed into variable combinatorial matrix；(5) variate-value, is changed to each involved variable, carries out structural anti-seismic capacity and analyzes to obtain contrived experiment data result；(6) obtained contrived experiment data result, is subjected to response surface fitting, obtains sensitivity coefficient；(7), based on sensitivity coefficient method come calculating target function.The optimization method can carry out quantitative analysis to each structural elements in high building structure to the angle of displacement under geological process or the contribution degree of Displacement Ratio, to determine that the anti-seismic performance of high building structure optimizes direction.
Description
Technical field
The present invention relates to a kind of optimization method of new structure Aseismic Design, in particular to the high level based on sensitivity coefficient method
Building structure aseismatic performance optimization method.
Background technology
China is earthquake-prone countries, and in terms of the interpretation of result of earthquake disaster, the Aseismic Design of building structure is for reducing
Earthquake disaster plays particularly important effect.In order to improve structural seismic performance and reduce construction cost, structure need to be carried out deep
Enter analysis, take the method for minute design to optimize design to structure, ensure Anti-quake Architectural Structure Design quality, by material
Used in the position that structural seismic needs most, reduce building materials and waste.
Optimization design is exactly that the comparison of multiple schemes is selected, and for complex engineering, multiple schemes here may
It is hundreds and thousands of, because complex engineering project component (variable) huge amount, is overlapped mutually between numerous variables and will make combination side
Exponentially form increases case quantity, and the scheme that some are unsatisfactory for engineering requirements of skimming, obtained alternative is still number
It is surprising.For common engineering teacher when carrying out structure optimization, the strategy taken is according to engineering experience and seismic Concept, as structure is arranged
Power transmission directly, rigidity without mutation, torsional effect unobvious etc., be reduced as far as variables number, with limited manpower as far as possible
Close to optimal case, but the required time is more.If by computer structure optimization can be carried out automatically, people will be greatlyd save
Power.
It is varied by the research direction and method of algorithm and computer progress structure optimization, but really it is applied to high level
Concrete structure anti-seismic optimization it is seldom.High-level structure designs and the difficult point of optimization is that calculation scale is huge, and structural system is more
It is kind various that, it is necessary to meet the Con trolling index (constraints) of earthquake resistant code a lot, between different physical quantities, relation is intricate, phase
Mutual coupling, while need to consider anti-seismic construction requirement.Therefore, the very high algorithm of adaptability is transplanted to building in other industry
But seem during structural optimization analysis unable to do what one wishes.
The content of the invention
It is an object of the invention to provide the Aseismic Behavior of Tall optimization method based on sensitivity coefficient method, the optimization
Method can be determined the angle of displacement under geological process or the contribution degree of Displacement Ratio each structural elements in high building structure
Amount analysis, to determine that the anti-seismic performance of high building structure optimizes direction.
What the above-mentioned purpose of the present invention was realized by following technical solution：High building structure based on sensitivity coefficient method
Anti-seismic performance optimization method, it is characterised in that the optimization method comprises the following steps：
Step (1)：High building structure model is established, finite element method (fem) analysis is carried out to high building structure model, obtained
The overall anti-seismic performance index of high building structure and the sectional dimension of structural elements are obtained, described structural elements includes beam structure
Part, shearing wall member and post component；
Step (2)：The overall anti-seismic performance index result of the high building structure obtained according to step (1), select displacement
A certain item anti-seismic performance index in angle or Displacement Ratio is grouped as optimization aim, and to structural elements, by same standard
Layer, same direction, the beam of same cross-sectional or shearing wall member or post component are arranged to one group；
Optimized variable is selected, wherein, beam and post component support cross-sectional width and height to change simultaneously, shear wall member
Support cross-sectional length and width to change simultaneously, set optimized variable higher limit to take 1.2 times of initial cross-section size, lower limit takes
0.8 times of initial cross-section size, when optimization calculates, optimized variable value in the range of the bound of setting；
Step (3)：The constraints and an object function of setting structure component optimization, wherein, the performance of constraints
Index is including the story drift under geological process, Displacement Ratio, ratio of rigidity, bearing capacity ratio, cycle ratio, counter-cut rates and just compares again,
The limit value of performance indications corresponding to constraints is set；The performance indications of object function include the story drift under geological process
Or Displacement Ratio, limit value corresponding to the performance indications of object function is set；Above-mentioned constraints and each performance of object function refer to
Mark is comprising 0 ° and 90 ° of two principal directions for setting；
Step (4)：Optimized variable is formed into variable combinatorial matrix, the number of combinations of optimized variable is k, wherein k=n+2, and n is
Total optimized variable number；
Step (5)：To each involved variable modification variate-value, progress structural anti-seismic capacity, which is analyzed, to be designed
Experimental data；
Step (6)：Obtained contrived experiment data result is subjected to response surface fitting, obtains the optimized variable of structural elements
To the contribution degree of object function, i.e. sensitivity coefficient, the physical meaning of sensitivity coefficient often changes unit length value for optimized variable and led
The variable quantity of object function is caused, the relation between object function and sensitivity coefficient is represented with following formula：
In formula：η is object function, is story drift or Displacement Ratio under geological process, and θ i are the i-th optimized variable, Ai
For sensitivity coefficient corresponding to i-th of optimized variable, n is total optimized variable number, and A0 is constant；
Step (7)：According to formula 4, based on sensitivity coefficient method come calculating target function, to each structure in high building structure
Component carries out quantitative analysis to the angle of displacement under geological process or the contribution degree of Displacement Ratio, so that it is determined that high building structure is anti-
Shock stability optimizes direction.
The Aseismic Behavior of Tall optimization method based on sensitivity coefficient method of the present invention, sensitivity coefficient method is as number
Credit analysis and the conjugate of statistical method, the heavy construction problem of multivariable multiple constraint can be fitted and be analyzed, it is very suitable
For computationally intensive and complicated variable relation engineering optimization.The purpose of structural seismic optimization is to make structure be set in user
Fixed integrality performance of the structure constraints (such as earthquake bottom offset angle, relative storey displacement ratio, ratio of rigidity), and component magnitude constraint bar
In the case of part (such as axial compression ratio), it is optimal structural design optimization desired value.High-level structure is carried out using sensitivity coefficient method to resist
Optimization design is shaken, the key member for influenceing a certain anti-seismic performance index can be quickly found out in magnanimity component, shortens optimization cycle,
Obtain preferable effect of optimization.
High building structure model is established in step (1) of the present invention, finite element is carried out to high building structure model
It is prior art to calculate analysis, using existing finite element analysis software, can such as use finite element software Midas/Gen,
Or using finite element software Etabs or using finite element software Sap2000.
Response surface algorithm be it is a kind of combine statistical optimized algorithm, the quantity of experimental data and quality to response surface very
Important, preferable result is that experiment number should try one's best less, and the time is calculated to reduce, while obtains the data of high quality, improves and intends
Close precision.Response surface algorithm is mainly made up of two steps, and the first step is in response to the fitting in face, and second step is in sound according to fitting result
Progress Mathematical Planning iteration on face is answered, tries to achieve optimal solution.The fitting precision of response surface can directly influence Mathematical Planning and obtain
Optimal solution.The present invention considers efficiency and precision requirement, according to high-level structure calculation scale it is huge the characteristics of, in linear response
The method that experiment with computing is have modified on the basis of face, the response surface of degree of precision is obtained by calculation times as few as possible.
Meanwhile traditional interior point method is improved, consider each constraints, then extreme value iteration is carried out to object function.
Quadratic response classic is：
Coefficient is represented with matrix A in formula, and fitting response represents that variable is represented with vectorial X with vectorial Y, then above formula can table
It is shown as：Y=XA.Assuming that actual calculate income value vectorRepresent, then error is：By least square method,
Response surface formula can be derived：
A=(XTX)-1XTY (3)
More in view of Concrete Structures of Tall Building optimized variable, the seismic response analysis of each variable experiment are needed compared with multimachine
When, it is considered as linear representation from computational efficiency.But general linear response surface only takes into account the effect of single variable change, lack
Few interaction item.From structure discipline angle analysis, general linear response surface can only be in plane or adjacent layer stiffness variation is sensitive, but
It is insensitive to structure integral rigidity, therefore on the basis of former experimental calculation, increase the experimental calculation of group effect, making up to consider
The defects of integral rigidity.
After obtaining structure optimization response surface, based on object function and constraints, Mathematical Planning is carried out.In Mathematical Planning
In, generally use interior point method and outer point method processing edge-restraint condition, but its to multi-peak problem and starting point not feasible
The problems such as in domain, applicability was poor, therefore using mixing interior point method in structure optimization.The manufacture of intraocular barrier on restrained boundary,
Construct negative gradient simultaneously so that the iteration point for being unsatisfactory for constraint slides back to feasible zone, as shown in figure 1, and using automated response face
Method handles multi-peak problem.
In the present invention, in the step (3), the limit value of performance indications corresponding to constraints is basis《Skyscraper mixes
Xtah Crude Clay structure technical regulation》(JGJ 3-2010) come what is set, the limit value for setting performance indications corresponding to constraints is specially：
Below total height of structure 150m frame-core tube and the angle of displacement limit value of frame shear wall structure take 1/800, more than 250m
Frame-core tube and the angle of displacement limit value of frame shear wall structure take 1/500,250m interlayer position is less than more than 150m
The interpolation calculation that angle limit value presses 1/800 and 1/500 is moved, limits of displacement ratio takes 1.2, and stiffness ratio limit takes 0.9, bearing capacity ratio limit value
Take 0.75, cycle limit ratio takes 0.85,6 degree, 7 degree of fortification intensity (0.1g), 7 degree (0.15g), 8 degree (0.2g), 8 degree (0.3g),
9 degree of counter-cut rates limit value takes 0.008,0.016,0.024,0.032,0.048,0.064 respectively, and firm weight limit ratio takes 1.4；
Set object function performance indications corresponding to limit value be specially：Below total height of structure 150m framework-core
The angle of displacement limit value of cylinder and frame shear wall structure takes 1/800, more than 250m frame-core tube and frame shear wall structure
Angle of displacement limit value take 1/500, more than 150m less than 250m story drift limit value based on 1/800 and 1/500 interpolation
Calculate, limits of displacement ratio takes 1.2.
In the present invention, in the step (5), when changing variate-value to each involved variable, it is assumed that structure structure
The initial value in part section is H, then the variate-value changed is respectively 0.8H, 0.85H, 0.9H, 0.95H, 1.05H, 1.1H, 1.15H,
1.2H。
The present invention can do following improvement：Described structural elements also includes diagonal supporting member, and structural elements is grouped
When, the diagonal supporting member of same index bed, same direction, same cross-sectional is arranged to one group, when selecting optimized variable, diagonal brace structure
Part supports cross-sectional width and height to change simultaneously, specific optimization method and beam, shearing wall member or the post structure of diagonal supporting member
Part is identical.
The present invention is used for analysis optimization variable (sectional dimension of antidetonation component) using sensitivity coefficient method and optimization aim (is resisted
Shake the Con trolling index such as the angle of displacement of structure, ratio of rigidity, Displacement Ratio, counter-cut rates) sensitivity, the high variable of modification sensitivity
Optimization purpose can be efficiently reached.Particular for the complicated and sweeping Concrete Structures of Tall Building of stress, component species is more, each
Root component is big to the contribution such as the rigidity of structure, bearing capacity difference, and effect coupling between each other, can be quickly found out by the present invention
Component can be optimized in structure, on the premise of conceptual Design of Earthquake Resistance is met, reach the target saved building materials, reduce cost.
Compared with prior art, the present invention has following remarkable result：
(1) optimization method of the invention can be to each component in high-level structure to such as certain of angle of displacement or Displacement Ratio primary antibody
The contribution degree of shock stability target carries out quantitative analysis, to determine that the anti-seismic performance of high-level structure optimizes direction.For optimization aim
The corresponding sensitivity coefficient of each variable, coefficient is bigger, and contribution is bigger, adjusts the variable and can be obtained by optimal structure and sets
Meter scheme.
(2) optimization method of the invention significantly improves the optimization efficiency of Tall Structures design, saves human cost.
One high-level structure has thousands of components, and by manually adjusting carry out structure optimization, efficiency is very low, passes through sensitivity coefficient method
Efficiency can be improved more than ten times.
(3) optimization method of the invention significantly improves the optimization quality of Tall Structures design, can obtain comparing work
The organization plan that journey Shi Shougong is arranged and adjustment is more excellent.Engineer's manual setting optimize, be generally based on internal force result of calculation and
Engineering experience judges that no quantitative analysis, sensitivity coefficient method can solve the problems, such as that variable is numerous, is mutually coupled between variable, obtain
To optimal structural design scheme.
Brief description of the drawings
The present invention is described in further details with reference to the accompanying drawings and detailed description.
Fig. 1 is the response surface and BORDER PROCESSING schematic diagram in response surface of the present invention fitting；
Fig. 2 is the overall structure Three-dimensional CAD signal of the case history one optimized using optimization method of the present invention
Figure；
Fig. 3 is the typical floor plan figure of the case history one optimized using optimization method of the present invention；
Fig. 4 is the lower story drift of structural earthquake effect of the case history one optimized using optimization method of the present invention
Curve map；
" X " represents the relative storey displacement angular curve of X-direction in figure, and " Y " represents the relative storey displacement angular curve of Y-direction, and " specification limits
Value " represents the story drift limit value 1/800 determined according to specification；
Each story shear wall member thickness is to interlayer in the case history one that Fig. 5 optimizes for use optimization method of the present invention
The sensitivity coefficient schematic diagram of angle of displacement；
" X " represents the story drift susceptibility of X-direction in figure, and " Y " represents the story drift susceptibility of Y-direction；
Each layer beam is to story drift in the case history one that Fig. 6 optimizes for use optimization method of the present invention
Sensitivity coefficient schematic diagram；
" X " represents the story drift susceptibility of X-direction in figure, and " Y " represents the story drift susceptibility of Y-direction；
Sensitivity coefficient schematic diagrames of the Fig. 7 for the 19th~27 layer of beam in Fig. 6 to story drift；
" X " represents the story drift susceptibility of X-direction in figure, and " Y " represents the story drift susceptibility of Y-direction；
Fig. 8 is structure optimization iterative process middle level meta in the case history one optimized using optimization method of the present invention
Move angle change curve；
" X " represents the relative storey displacement angular curve of X-direction in figure, and " Y " represents the relative storey displacement angular curve of Y-direction, and " specification limits
Value 1/800 " represents the story drift limit value 1/800 determined according to specification；
Fig. 9 is that story drift is bent before and after structure optimization in the case history one optimized using optimization method of the present invention
Line comparison diagram；
" X " represents the relative storey displacement angular curve of X-direction before optimization in figure, and " Y " represents the story drift of Y-direction before optimization
Curve, "-X after optimization " represent the relative storey displacement angular curve of X-direction after optimization, and "-Y after optimization " represents the layer of Y-direction after optimization
Between displacement angular curve, " Criterion restriction 1/800 " represent according to specification determine story drift limit value 1/800；
Figure 10 is that the overall structure Three-dimensional CAD of the case history two optimized using optimization method of the present invention is shown
It is intended to；
Figure 11 is the podium floor plan of the case history two optimized using optimization method of the present invention.
Embodiment
Case history one
The building structure of this item purpose is framework core wall structure, and more than ground totally 39 layers, roofing is highly 149.6m, structure
Out-to-out is 43.3 × 43.3m, and seismic fortification intensity 8 degree (0.2g), structure three-dimensional model and typical floor plan figure are shown in respectively
Shown in Fig. 2 and Fig. 3, case history one is used based on the Aseismic Behavior of Tall optimization method of sensitivity coefficient method to carry out
Optimization, specifically comprises the following steps：
(1) preliminary overall anti-seismic performance index and the sectional dimension of component are calculated
Project structure arrangement is more regular, and structure is mutated without obvious vertical rigidity, and cycle ratio is 63%, and 0 degree accidentally inclined
Heart shake maximum displacement ratio is 1.16；X to earthquake maximum story drift be 1/958 (28 layers), Y-direction earthquake maximum relative storey displacement
Angle is 1/930 (21 layers), and more than the limit value of specification 1/800, the lower relative storey displacement angular curve of structural earthquake effect is as shown in Figure 4.Structure
Main member size is as shown in table 1.
Table 1：Structure main member size (unit：mm)
(2) optimization aim and component packet are selected
Because the maximum story drift of structure is 1/930, less than Criterion restriction 1/800, therefore story drift is chosen
For optimization aim, make the nearly Criterion restriction 1/800 of maximum relative storey displacement corner connection.
Same index bed, same direction, the beam of same cross-sectional, shearing wall member, post component are arranged to one group.Cause
The variable number of this every layer of wall member of shearing is 8, and the total variable number of shearing wall member of 6 index beds is 48, every layer of post component
Variable number be 4, the total variable numbers of post component of 6 index beds is 24, and the variable number of every layer of beam is 8,6 standards
The total variable number of beam of layer is 48, and the complete total variable numbers of Lou are 120.The setting optimized variable upper limit takes initial section of 1.2 times
Face size, lower limit takes 0.8 times of initial cross-section size, when optimization calculates, optimized variable value in the range of the bound of setting.
(3) constraints limit value and optimization aim value
Structures under Earthquake X and Y-direction story drift limit value is taken to take 1/800, limits of displacement ratio takes 1.2, ratio of rigidity limit
Value takes 0.9, and bearing capacity ratio limit value takes 0.75, and cycle limit ratio takes 0.85, and counter-cut rates limit value takes 0.032, and firm weight limit ratio takes 1.4
For constraints, it is optimization target values to take structure story drift 1/800.
(4) optimized variable is formed into variable combinatorial matrix, the number of combinations of optimized variable is 122, i.e., 1 (initial pool) 120
(per single variable)+1 (all variable combinations)=122；
(5) variate-value is changed to each involved variable, it is assumed that the initial value in section is H, then the variable changed
Value is respectively 0.8H, 0.85H, 0.9H, 0.95H, 1.05H, 1.1H, 1.15H, 1.2H, carries out structural anti-seismic capacity and analyzes to obtain
Contrived experiment data result；
(6) obtained contrived experiment data result is subjected to response surface fitting, the optimized variable of structural elements can be obtained
To the sensitivity coefficient of object function, the physical meaning of sensitivity coefficient often changes unit length value for optimized variable causes object function
Variable quantity, the relation between object function and sensitivity coefficient represents with following formula：
In formula：η is object function, is story drift or Displacement Ratio under geological process, and θ i are the i-th optimized variable, Ai
For sensitivity coefficient corresponding to i-th of optimized variable, n is total optimized variable number, and A0 is constant；
1) wall member sensitivity coefficient is sheared
After optimization, structural core cylinder bottom X, Y-direction periphery shear wall's thickness from 900mm by being decreased to 800mm, cylinder inside points
Wall limb is decreased to 200mm from 300mm.
Each story shear wall member thickness is as shown in Figure 5 to story drift sensitivity coefficient, the results showed that layers shear
Wall thickness is more average to structure story drift sensitivity coefficient, and the 34th~39 layer is maximum to story drift sensitivity coefficient to X,
13rd~26 layer maximum to Y-direction sensitivity coefficient.
2) post component optimization analysis
After optimization, two major axes orientation posts have weakening, particularly bottom steel column size from original 1400x1400mm
Become 1300x1300mm, sensitivity coefficient is about 0.004%, illustrates the reduction of cross-section of frame column, is had to sensitivity coefficient certain
Influence.
3) beam optimization analysis
Layers beam is as shown in Figure 6 to story drift sensitivity coefficient.For X to story drift, structure
28~33 layers and 19~27 layers of beam dimension sensitive coefficients maximum；For Y-direction story drift, the 19th~27 layer of beam of structure
Scantling sensitivity coefficient is maximum, and significantly greater than X is to sensitivity coefficient.Further the 19th~27 layer of beam of subdivision, it is sensitive
Coefficient is shown in Fig. 7.Structure X and Y-direction maximum story drift respectively appear in the 28th layer and 21 layers, from structure maximum story drift
Place layer starts, and levels component sensitivity coefficient gradually successively decreases.
After optimization, the outer grid beam size of structural base is decreased to 600 × 1300mm from 700 × 1300mm, and girder size is from 600
× 800mm is decreased to 500 × 700mm；4~18 layers of outer grid beam size are decreased to 500 × 1100mm, girder from 700 × 1300mm
Size is decreased to 500 × 700mm from 600 × 800mm；19~39 layers of outer grid beam size are decreased to from 700 × 1300mm
500x1100mm, girder size are decreased to 400x700mm from 500 × 800mm.
4) results contrast before and after optimizing
Shear wall's thickness decreases after optimization, and each scantling arrangement of structure is shown in Table 2.In structure optimization iterative process
Story drift change curve is as shown in figure 8, after multiple experiment is carried out, and the layer maximum story drift limit value of structure is progressively
Level off to optimum point.
Table 2：Structure key dimension (unit after optimization：mm)
Table 3：Structure leading indicator contrasts
The main parameter contrast of structure is shown in Table 3, and construction weight and rigidity are reduced, and structure gross weight reduces 8.5%,
Seismic force declines 13.9% and 15.2% respectively, and other indexs such as ratio of rigidity, counter-cut rates, bearing capacity ratio are satisfied by code requirement,
Structure X, Y-direction story drift increase 13.6% and 11.9% respectively, and effect is more obvious.Optimize front-end geometry story drift
Curve as shown in figure 9, after optimization the increase of structure upper floor story drift it is obvious and close to 1/800 Criterion restriction.
Case history two
The building structure of this item purpose is cast-in-situ steel reinforced concrete frame shear wall structure, 1 layer of underground, 7 layers of podium, on the ground
26 layers, seismic fortification intensity is 7 degree, and basic acceleration is 0.10g, and classification of design earthquake is first group, the class of site category II, base
This blast is 0.75kN/m2, and surface roughness is B classes.Structure three-dimensional computation model is as shown in Figure 10, and podium horizontal layout is as schemed
Shown in 11., case history two using being optimized based on the Aseismic Behavior of Tall optimization method of sensitivity coefficient method,
Its optimization method and case history one are identical, specifically comprise the following steps：
(1) preliminary overall anti-seismic performance index and the sectional dimension of component are calculated
The project structure plane is irregular elliptical shape, and the initial main performance index of structure is as shown in table 4.Initial cross-section
Size is as shown in table 5
Table 4：The main parameter of initial configuration
Table 5：Initial podium major section size
(2) optimization aim and component packet are selected
As a result show, structure Y-direction geological process bottom offset ratio is 1.40, is required beyond Criterion restriction 1.2, need to be to torsion
Turn performance to be adjusted.Therefore it is optimization aim to choose Displacement Ratio, maximum displacement ratio is not more than Criterion restriction 1.2.
Because maximum displacement ratio appears in podium, therefore it is grouped mainly for the scantling of podium, by podium
Same index bed, same direction, the beam of same cross-sectional, shearing wall member, post component are arranged to one group.Therefore shear wall structure
The variable number of every layer of part is 16, and 7 layers of the total variable number of shearing wall member is 112, and the variable number of every layer of post component is 16,
7 layers of the total variable number of post component is 112, and the variable number of every layer of beam is 8, and 7 layers of the total variable number of beam is 56,
The total variable numbers of full Lou are 280.The optimized variable upper limit is set to take 1.2 times of initial cross-section size, lower limit takes initial section of 0.8 times
Face size, when optimization calculates, optimized variable value in the range of the bound of setting.
(3) constraints limit value and optimization aim value
Structures under Earthquake X and Y-direction story drift limit value is taken to take 1/800, limits of displacement ratio takes 1.2, ratio of rigidity limit
Value takes 0.9, and bearing capacity ratio limit value takes 0.75, and cycle limit ratio takes 0.85, and counter-cut rates limit value takes 0.016, and firm weight limit ratio takes 1.4
For constraints, it than 1.2 is optimization target values to take displacement structure.
(4) optimized variable is formed into variable combinatorial matrix, the number of combinations of optimized variable is 282, i.e., 1 (initial pool) 280
(per single variable)+1 (all variable combinations)=282；
(5) variate-value is changed to each involved variable, it is assumed that the initial value in section is H, then the variable changed
Value is respectively 0.8H, 0.85H, 0.9H, 0.95H, 1.05H, 1.1H, 1.15H, 1.2H, carries out structural anti-seismic capacity and analyzes to obtain
Contrived experiment data result；
(6) obtained contrived experiment data result is subjected to response surface fitting, the optimized variable of structural elements can be obtained
To the sensitivity coefficient of object function, the relation between object function and sensitivity coefficient is represented with following formula：
In formula：η is object function, is story drift or Displacement Ratio under geological process, and θ i are the i-th optimized variable, Ai
For sensitivity coefficient corresponding to i-th of optimized variable, n is total optimized variable number, and A0 is constant；
Table 6：Each optimized variable susceptibility
Component sensitivity analysis is carried out to structure as object function using construction torsion Displacement Ratio and anti-seismic performance optimizes, it is each excellent
Change variable susceptibility to be shown in Table 6.As a result show, structural beams group B1, B2, post group C3 and C4, wall group W2 are born to displacement structure ratio
Susceptibility is maximum, improves these stiffness of structural member and compares positive effect to reducing displacement structure；Structural column group C1, wall group W2 are to structure bit
Move than positive susceptibility maximum, reduce these stiffness of structural member to reducing displacement structure positive effect.
Structure overall calculation index is as shown in table 7 after optimization, and structure podium Y-direction Displacement Ratio is reduced to 1.20, construction torsion
Performance be improved significantly, other each indexs are satisfied by performance requirement.
Table 7：The main parameter of structure after optimization
The above embodiment of the present invention is not limiting the scope of the present invention, and embodiments of the present invention are not limited to
This, all this kind, according to the ordinary technical knowledge and customary means of this area, is not departing from this according to the above of the present invention
Under the premise of inventing above-mentioned basic fundamental thought, modification, replacement or the change of the other diversified forms made to said structure of the present invention
More, all should fall within the scope and spirit of the invention.
Claims (4)
1. the Aseismic Behavior of Tall optimization method based on sensitivity coefficient method, it is characterised in that the optimization method includes
Following steps：
Step (1)：High building structure model is established, finite element method (fem) analysis is carried out to high building structure model, is obtained high
The layer overall anti-seismic performance index of building structure and the sectional dimension of structural elements, described structural elements include beam, cut
Power wall member and post component；
Step (2)：According to step (1) obtain high building structure overall anti-seismic performance index result, select angle of displacement or
A certain item anti-seismic performance index in Displacement Ratio is grouped as optimization aim, and to structural elements, by same index bed, together
One direction, the beam of same cross-sectional or shearing wall member or post component are arranged to one group；
Optimized variable is selected, wherein, beam and post component support cross-sectional width and height to change simultaneously, and shearing wall member is supported
Cross-sectional length and width change simultaneously, set optimized variable higher limit to take 1.2 times of initial cross-section size, and lower limit takes 0.8 times
Initial cross-section size, optimization calculate when, optimized variable value in the range of the bound of setting；
Step (3)：The constraints and an object function of setting structure component optimization, wherein, the performance indications of constraints
Just compare including the story drift under geological process, Displacement Ratio, ratio of rigidity, bearing capacity ratio, cycle ratio, counter-cut rates and again, set
The limit value of performance indications corresponding to constraints；The performance indications of object function include story drift or position under geological process
Ratio is moved, limit value corresponding to the performance indications of object function is set；Above-mentioned constraints and each performance indications of object function are equal
Comprising 0 ° and 90 ° of two principal directions for setting；
Step (4)：Optimized variable is formed into variable combinatorial matrix, the number of combinations of optimized variable is k, wherein k=n+2, and n is total excellent
Change variable number；
Step (5)：To each involved variable modification variate-value, carry out structural anti-seismic capacity and analyze to obtain contrived experiment
Data result；
Step (6)：Obtained contrived experiment data result is subjected to response surface fitting, obtains the optimized variable of structural elements to mesh
The contribution degree of scalar functions, i.e. sensitivity coefficient, the physical meaning of sensitivity coefficient often changes unit length value for optimized variable causes mesh
The variable quantity of scalar functions, the relation between object function and sensitivity coefficient are represented with following formula：
<mrow>
<mi>&eta;</mi>
<mo>=</mo>
<msub>
<mi>A</mi>
<mn>0</mn>
</msub>
<mo>+</mo>
<munderover>
<mo>&Sigma;</mo>
<mrow>
<mi>i</mi>
<mo>=</mo>
<mn>1</mn>
</mrow>
<mi>n</mi>
</munderover>
<msub>
<mi>A</mi>
<mi>i</mi>
</msub>
<msub>
<mi>&theta;</mi>
<mi>i</mi>
</msub>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>4</mn>
<mo>)</mo>
</mrow>
</mrow>
In formula：η is object function, is story drift or Displacement Ratio under geological process, and θ i are the i-th optimized variable, Ai i-th
Sensitivity coefficient corresponding to individual optimized variable, n are total optimized variable number, and A0 is constant；
Step (7)：According to formula 4, based on sensitivity coefficient method come calculating target function, to each structural elements in high building structure
Quantitative analysis is carried out to the angle of displacement under geological process or the contribution degree of Displacement Ratio, so that it is determined that the shock resistance of high building structure
Direction can be optimized.
2. the Aseismic Behavior of Tall optimization method according to claim 1 based on sensitivity coefficient method, its feature
It is：In the step (3), the limit value for setting performance indications corresponding to constraints is specially：Below total height of structure 150m
Frame-core tube and the angle of displacement limit value of frame shear wall structure take 1/800, more than 250m frame-core tube and frame
The angle of displacement limit value of frame-shear wall structure takes 1/500, and the story drift limit value more than 150m less than 250m presses 1/800 He
1/500 interpolation calculation, limits of displacement ratio take 1.2, and stiffness ratio limit takes 0.9, and bearing capacity ratio limit value takes 0.75, cycle limit ratio
0.85 is taken, 6 degree, 7 degree of fortification intensity (0.1g), 7 degree (0.15g), 8 degree (0.2g), 8 degree (0.3g), 9 degree of counter-cut rates limit value point
0.008,0.016,0.024,0.032,0.048,0.064 is not taken, and firm weight limit ratio takes 1.4；
Set object function performance indications corresponding to limit value be specially：Below total height of structure 150m frame-core tube and
The angle of displacement limit value of frame shear wall structure takes 1/800, more than 250m frame-core tube and the position of frame shear wall structure
Move angle limit value and take 1/500, the story drift limit value more than 150m less than 250m presses 1/800 and 1/500 interpolation calculation, position
Move limit ratio and take 1.2.
3. the Aseismic Behavior of Tall optimization method according to claim 1 based on sensitivity coefficient method, its feature
It is：In the step (5), when changing variate-value to each involved variable, it is assumed that structural elements section it is initial
It is worth for H, then the variate-value changed is respectively 0.8H, 0.85H, 0.9H, 0.95H, 1.05H, 1.1H, 1.15H, 1.2H.
4. the Aseismic Behavior of Tall optimization side based on sensitivity coefficient method according to any one of claims 1 to 3
Method, it is characterised in that：Described structural elements also includes diagonal supporting member, when being grouped to structural elements, by same index bed,
Same direction, the diagonal supporting member of same cross-sectional are arranged to one group, when selecting optimized variable, diagonal supporting member support cross-sectional width and
Height changes simultaneously, and the specific optimization method of diagonal supporting member is identical with beam, shearing wall member or post component.
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