CN109885923A - A kind of determination method of Maxwell damper Optimal Parameters between the turret structure for symmetric double - Google Patents
A kind of determination method of Maxwell damper Optimal Parameters between the turret structure for symmetric double Download PDFInfo
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Abstract
The invention discloses a kind of determination methods of Maxwell damper Optimal Parameters between turret structure for symmetric double, symmetric double turret structure is coupled as individually being connected to the 2-DOF system of Maxwell type damper by this method, using stationary white noise as seismic stimulation, the frequency response function for deriving high building displacement, establishes the expression formula of symmetric double turret structure vibrational energy；It is research parameter with the damped coefficient of Maxwell damper, respectively so that chassis and the minimum control target of vibrational energy with chassis high building, obtain Maxwell damper Optimal Parameters analytical expression；The validity of the Optimal Parameters analytical expression is verified by the numerical example.The present invention proposes a kind of in the control strategy for reducing the dynamic response of turret structure under geological process with passive coupling unit is arranged between the symmetric double turret structure of chassis；Under different control targets, the general expression of the optimal damping of passive control device is deduced using Optimization design principle；Finally, demonstrating the validity of this control strategy by time-domain analysis.
Description
Technical field
The present invention relates to engineering structure antidetonations and vibration control technology field, more particularly to one kind to be used for symmetrical two tall buildings knot
The determination method of Maxwell damper Optimal Parameters between structure.
Background technique
In modern city, because architectural image or structure use the requirement etc. of function, many skyscrapers be often designed to by
The host-guest architecture of multiple minor structure compositions.These structures are when macroseism or high wind occur, often because of respectively different vibration frequencies
And a possibility that generating biggish response difference, colliding between adjacent structure, is very big.Some scholars propose to use energy-dissipating and shock-absorbing
Device connection adjacent structure can not only absorb part seismic energy, moreover it is possible to avoid the collision between adjacent structure.Zhu and Xu have studied
Fluid damper under seismic stimulation is to the validity for connecting adjacent tier building, and the fluid defined with Maxwell model hinders
Dynamic characteristic of Buddhist nun's device under earthquake compares, and research demonstrates vibration of the passive damping device to adjacent unsymmetric structure is reduced
Dynamic response has good control effect.Two adjacent structures are modeled as the shear beam of different height by Luco etc., and are had studied
The optimal distribution value of viscous damper between two adjacent structures.Zhu Hong equality has been derived double respectively based on energy statistics principle
The analytical expression of Kelvin type and Maxwell type damper Optimal Parameters between body single-degree-of-freedom system.Lin Jian has studied use
Damper carries out vibration control to the seismic response of disjunctor high-level structure.Kim etc. arranges viscous damping between having studied Double-Tower Structure
Device is to the validity for mitigating structural response caused by geological process.It is pointed out by Parametric Analysis research, viscous damper exists
One determining size can make the dynamic response of turret structure reach minimum.
In addition, some modern high-rise buildings are usually equipped with chassis structure.For the class formation, Cai Zhen etc. is by Maxwell
Damper arrangement has obtained damper zero frequency optimal damping coefficient between the asymmetric high building of same layer, through Parametric Analysis
With slack time.Wu Qiaoyun etc. is directed to the adjacent turret structure of band vestibule, discusses influence of the passive damping device to the system, as a result
Show under the action of passive damping device, the seismic response of connected double_towers structure can be controlled preferably.Patel and
Jangid will be reduced to the symmetrical structure of two freedom degrees with chassis two tall buildings structure, and by the top and another side on every side
Linear dampers are connected between bottom end, research confirms passive damping device to the effective of adjacent symmetric coupled structure response control
Property.In the above research, most of research assumes that the self-vibration characteristic of adjacent structure is variant, and mentioned damper Optimal Parameters are also led
To be suitable for the larger situation of two adjacent structure self-vibration property differences, and most of band chassis two tall buildings structures are all in Practical Project
It is symmetric design, therefore, there is important engineering significance to Study on Vibration Control is carried out with chassis symmetric double turret structure.
Summary of the invention
The technical problem to be solved in the present invention is that for the defects in the prior art, providing a kind of for symmetrical two tall buildings
The determination method of Maxwell damper Optimal Parameters between structure.
The technical solution adopted by the present invention to solve the technical problems is:
The present invention provides a kind of determination method of Maxwell damper Optimal Parameters between the turret structure for symmetric double,
Maxwell damper is set between symmetric double turret structure, in symmetric double turret structure each turret structure include chassis and
Top high building, Maxwell damper are arranged between two top high buildings；Method includes the following steps:
Step 1: symmetric double turret structure is coupled as individually to be connected to the 2-DOF system of Maxwell type damper, with
Stationary white noise is seismic stimulation, derives the frequency response function of high building displacement, establishes the expression of symmetric double turret structure vibrational energy
Formula；
Step 2: being research parameter with the damped coefficient of Maxwell damper, respectively so that chassis and with chassis high building
The minimum control target of vibrational energy obtains Maxwell damper Optimal Parameters analytical expression；
Step 3: verifying the validity of the Optimal Parameters analytical expression by the numerical example.
Further, step one of the invention method particularly includes:
Step 1.1 simulates symmetrical two tall buildings damper using Maxwell control unit computation model, and the model is by damping
Element is composed in series with spring, and calculates the control force of model generation；
Main structure is regarded as in the chassis of symmetric double turret structure by step 1.2, and top high building is regarded as from structure, only considers water
It puts down to the seismic stimulation along symmetrical configuration face, building band chassis symmetric double turret structure computation model；And by the symmetrical two tall buildings
Structural computational model structure is reduced to 2-DOF adjacent shear cut type turret structure model；
Step 1.3 obtains the differential equation of motion of the coupled structure system according to simplified computation model, and earthquake is made
With the ground acceleration process for regarding a stationary white noise as, therefore under the geological process of known power spectral density function, obtain
To vibrational energy expression formula of the symmetric double turret structure in time-domain.
Further, the vibrational energy expression formula that step 1.3 of the invention obtains are as follows:
The vibrational energy expression formula of main structure are as follows:
From the vibrational energy expression formula of structure are as follows:
Wherein:
m1、k1、c1For the quality, rigidity, damping of main structure；m2、k2、c2For from the quality, rigidity, damping of structure；kd、cd
For the stiffness coefficient and damped coefficient of Maxwell damper.
Further, step two of the invention method particularly includes:
Parameter analysis is done to obtained symmetric double turret structure vibrational energy expression formula, establishes master-under different delayed time coefficient
From structure, respectively ceiling capacity and frequency are than relation curve, and being delayed, coefficient is smaller, and the ceiling capacity difference of main-slave structure is smaller,
Delay coefficient is set as 0 in the case where ignoring structure itself and damping precondition, to acquire optimal damped coefficient；Most based on energy
Small principle, adjust passive damping device parameter, to reduce the relative displacement of structure, using two kinds of strategies: respectively so that chassis and
The minimum control target of vibrational energy with chassis high building obtains Maxwell damper Optimal Parameters analytical expression.
Further, Optimal Parameters in step two of the invention method particularly includes:
When to control main structure energy minimum optimization aim:
Optimal damping coefficient are as follows:
Wherein:
A01=β2μ3ω1 2+β2μ2ω1 2-μ2-2μ-1,B01=-μ3ω1β-4μω1β-4μ2ω1β-ω1β
Further, Optimal Parameters in step two of the invention method particularly includes:
When to control general construction energy minimum optimization aim:
Optimal damping coefficient are as follows:
Wherein:
A02=-2 β4μ3ω1-8β4μ2ω1-8β4μω1-4β4μ3ω1-2β4ω1-6β2μ2ω1-μ4ω1-2β2μω1-2μ3
ω1-μ2ω1
Further, the validity of the Optimal Parameters analytical expression is verified in step three of the invention by the numerical example
Method include: the numerical example based on 2-DOF model；The numerical example based on MDOF model.
The beneficial effect comprise that: of the invention optimizes for Maxwell damper between symmetric double turret structure
The band chassis symmetric double turret structure of connection damper is reduced to single 2-DOF model, is deduced by determination method for parameter
The general expression of average relative vibration energy of the 2-DOF structure under stationary white noise excitation, and under different control targets,
The analytical expression of passive controller optimization parameter has been obtained using Optimization design principle.
The present invention proposes that passive coupling unit is arranged between band chassis symmetric double turret structure to reduce geological process in one kind
The control strategy of the dynamic response of lower turret structure；Under different control targets, it is deduced passively using Optimization design principle
The general expression of the optimal damping of control device；Finally, demonstrating the validity of this control strategy by time-domain analysis.
Detailed description of the invention
Present invention will be further explained below with reference to the attached drawings and examples, in attached drawing:
Fig. 1 is the Effects of Viscous Fluid Damper Maxwell computation model of the embodiment of the present invention；
Fig. 2 (a) is the band Maxwell type damper symmetric double turret structure model of the embodiment of the present invention；
Fig. 2 (b) is the band symmetrical two tall buildings simplified model of Maxwell type damper of the embodiment of the present invention；
Fig. 3 (a) be the embodiment of the present invention different delayed time coefficient under main structure ceiling capacity and frequency compare relation curve；
Fig. 3 (b) be the embodiment of the present invention different delayed time coefficient under from structure ceiling capacity and frequency compare relation curve；
Fig. 4 (a) be the embodiment of the present invention El-Centro wave under control strategy a period of time example top layer displacement time-history curves；
Fig. 4 (b) be the embodiment of the present invention El-Centro wave under control strategy two when example top layer displacement time-history curves；
Fig. 5 is the MDOF two tall buildings structure of the connection Maxwell damper of the embodiment of the present invention；
Fig. 6 (a) be the embodiment of the present invention El-Centro wave under control strategy a period of time example top layer displacement time-history curves；
Fig. 6 (b) be the embodiment of the present invention El-Centro wave under control strategy two when example top layer displacement time-history curves；
Fig. 7 be the embodiment of the present invention two kinds of control strategies under example top layer energy time-history curves；
Fig. 8 be the embodiment of the present invention two kinds of control strategies under example maximum relative storey displacement time-history curves.
Specific embodiment
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to the accompanying drawings and embodiments, right
The present invention is further elaborated.It should be appreciated that described herein, specific examples are only used to explain the present invention, not
For limiting the present invention.
The determination method for Maxwell damper Optimal Parameters between symmetric double turret structure of the embodiment of the present invention,
Maxwell damper is set between symmetric double turret structure, in symmetric double turret structure each turret structure include chassis and
Top high building, Maxwell damper are arranged between two top high buildings；Method includes the following steps:
Step 1: symmetric double turret structure is coupled as individually to be connected to the 2-DOF system of Maxwell type damper, with
Stationary white noise is seismic stimulation, derives the frequency response function of high building displacement, establishes the expression of symmetric double turret structure vibrational energy
Formula；
Step 2: being research parameter with the damped coefficient of Maxwell damper, respectively so that chassis and with chassis high building
The minimum control target of vibrational energy obtains Maxwell damper Optimal Parameters analytical expression；
Step 3: verifying the validity of the Optimal Parameters analytical expression by the numerical example.
In one particular embodiment of the present invention, the specific steps of this method are as follows:
1 computation model and the equation of motion
1.1 control unit computation models
Damper uses Maxwell modeling between symmetrical two tall buildings, which is composed in series by damping element and spring,
Its control force F generateddCalculating formula is as follows:
In formula, c0Linear damping constant when for zero frequency；K is stiffness coefficient；λ is slack time coefficient, and λ=c0/k。
When structure is connected using Maxwell type damper, the power output f of i-th of damperiIt can indicate are as follows:
In formula, c0i、λiThe zero frequency damped coefficient of respectively i-th damper and slack time, diFor i-th of damper
Instruction vector,For the speed difference at damper both ends.
1.2 band chassis symmetric double turret structure computation models
Symmetric double turret structure generally all has chassis, so that the quality and rigidity of structural base are different from superstructure,
Therefore adjacent symmetric two tall buildings structure is reduced to 2-DOF adjacent shear cut type high building herein, and bottom structure (chassis) is seen and is decided
Structure, top structure (top high building) are regarded as from structure.To control based on the 1st vibration shape of turret structure, connected between adjacent structure
Passive absorber is modeled as Maxwell damper and is arranged in adjacent structure interlayer, and two turret structure planes are symmetrical, and only examine
Horizontal direction is considered along the seismic stimulation in symmetrical configuration face, shown in computation model such as Fig. 2 (a).
Since two turret structures are full symmetric, two high buildings can be regarded as and individually be connected to passive damping device
2-DOF (degree of freedom) system, as shown in Fig. 2 (b).
Wherein m1、k1、c1For the quality, rigidity, damping on main structure (chassis)；m2、k2、c2For from structure (top high building)
Quality, rigidity, damping；kd、cdFor the stiffness coefficient and damped coefficient of Maxwell damper.
1.3 the equation of motion
The differential equation of motion of the available coupled structure system of (b) coupled structure computation model according to fig. 2:
Construct dummy excitationHave:
fΓ+(iω)λfΓ=(i ω) c0(x2-x1) (8)
Enable host-guest architecture mass ratio μ=m1/m2, high building frequency ratio β=ω2/ω1, Maxwell damper damped coefficient with
High building mass ratio is respectively Δ0=c0/m1, andξ1=c1/2m1ω1, ξ21=c2/2m1
ω1, ξ2=c2/2m2ω2,Joint type (6), (7) and (8) formula, has:
Relative displacement in main-slave structure frequency domain responds x1And x2It can be obtained by the solution equation of motion (9), (10):
Wherein:
The relative vibration energy for defining turret structure is respectively as follows:
Geological process is considered to the ground acceleration process an of stationary white noise, therefore is S in power spectral density functiongg
Geological process under, certain structure relative vibration energy average in time-domain are as follows:
Bring formula (11) into formula (15), then main structure and the average relative vibration energy from structure can indicate respectively are as follows:
(17) formula can obtain solves as follows:
Wherein:
Due to small more for the damped coefficient of the damping opposing damper of master and slave structure itself, to calculated result
Influence can be ignored[12].Therefore, in order to simplify calculating process, ignore the damping ratio of structure itself herein, even ξ1=ξ2
=0, obtain following parameter expression:
a0=λ2 (22)
a1=2 λ (23)
b0=-λ4 (29)
b5=0 (34)
b0=-λ4 (35)
b5=0 (40)
The optimization design of 2.Maxwell damper
Maxwell type damper is speed relationship type energy-consuming device, and the damped coefficient of damper generally drastically influences knot
The control effect of structure, and very little is influenced on control effect when rigidity changes in a big way[12], the energy acquired is expressed
Formula (18) does Parametric Analysis, and Fig. 3 show main-slave structure under different delayed time coefficient, and respectively ceiling capacity and frequency are more bent than relationship
Line, delay coefficient is smaller, and the ceiling capacity difference of main-slave structure is smaller, when especially delay coefficient is less than 0.001, the coefficient
On structure ceiling capacity almost without influence, this conclusion is consistent with forefathers, therefore, in the case where ignoring structure itself and damping precondition
Delay coefficient further can be set as 0, to acquire optimal damped coefficient.
Based on minimum energy principle, the reasonable parameter for adjusting passive damping device can reduce the relative displacement of structure, thus
Guarantee the safety of structure.Here respectively to control main structure energy minimum and control main-slave structure energy and minimum optimization
Target is analyzed.
Strategy one, when to control main structure energy minimum optimization aim, passive coupling unit optimization design equation are as follows:
It can thus be concluded that the Optimal Parameters analytic solutions of Maxwell type damper:
Optimal damping coefficient:
Wherein
A01=β2μ3ω1 2+β2μ2ω1 2-μ2-2μ-1,B01=-μ3ω1β-4μω1β-4μ2ω1β-ω1β,
Strategy two, when to control general construction energy minimum optimization aim, passive coupling unit optimization design equation are as follows:
It can thus be concluded that the Optimal Parameters analytic solutions of Maxwell type damper:
Optimal damping coefficient:
A02=-2 β4μ3ω1-8β4μ2ω1-8β4μω1-4β4μ3ω1-2β4ω1-6β2μ2ω1-μ4ω1-2β2μω1-2μ3
ω1-μ2ω1
3. the numerical example based on 2-DOF model
In order to which two passive damping device Optimal Parameters analytic solutions obtained by more intuitive observation are to structural vibration control effect
It influences, numerical analysis has been carried out to certain 2-DOF model under EL-Centro wave excitation first herein.
2-DOF example: assuming that main structure quality is 2.58 × 105Kg, shearing rigidity are 4 × 109N/m；From architecture quality
It is 1.29 × 105Kg, shearing rigidity are 4 × 108N/m.Structure takes Rayleigh damping model, and the first and second rank damping ratios are equal
It is taken as 0.02.Seismic wave uses El-Centro wave.2-DOF architecture quality ratio μ=2, frequency ratio β are acquired according to definition above
=0.447.Acquiring strategy by formula (41), once Maxwell damper optimum damping coefficient is cdopt=2.24 × 107rad/s；
Acquiring the Maxwell damper optimum damping coefficient under strategy two by formula (43) is cdopt=2.37 × 107rad/s。
The time-history analysis program of the coupled structure is worked out, Fig. 4 can obtain Maxwell under seismic wave and calculate example in two kinds of controls
Top layer under system strategy is displaced time-history curves.It is equal integrally to can be seen that the structure top layer dynamic respond under two kinds of strategies from two figures
Effective control has been obtained, the validity of theoretical expression is demonstrated.
4. the numerical example based on MDOF model
MDOF mould is equally applicable in order to verify with the analytic solutions of the resulting Maxwell damper Optimal Parameters of 2-SDOF
Type, by taking certain high-rise band symmetrical Double-tower Tall Building in chassis as an example, chassis (main structure) is partially 3 layers, symmetrical high building (from structure) portion
It is divided into 17 layers, each floor lumped mass in chassis is 2.5 × 106Kg, shearing rigidity are 8.0 × 109N/m；Symmetrical each building of high building
The lumped mass of layer is 1.0 × 106Kg, shearing rigidity are 4.0 × 109N/m.Using Rayleigh damping model, high building one, second order
Damping ratio is 0.02.Structural model is as shown in Figure 5.The respective first rank self-vibration circle frequency of each high building is obtained using model analysis
Rate is 5.67rad/s, and the first rank self-vibration circular frequency of main structure is 25.18rad/s.When minimum to control main structure energy
When control strategy, optimal Coupling Damping coefficient is cdopt=1.24 × 108rad/s；When with the minimum control of control structure gross energy
When tactful, optimum damping coefficient cdopt=1.37 × 108rad/s。
Time-history analysis program of the coupling MDOF structure under El-Centro wave is worked out, the structure of connection Maxwell is obtained
Top layer displacement time-histories under two kinds of control strategies is as shown in Figure 6.Structure top layer dynamic respond under two kinds of strategies obtains
Effective control.Demonstrate that obtain Maxwell type damper Optimal Parameters analytic solutions based on single 2-DOF model herein equally suitable
For the band symmetrical two tall buildings MDOF structure in chassis.
Fig. 7 gives energy time-history curves of the MDOF structure under different control strategies.The vibration of the structure is found from Fig. 7
Energy has apparent reduction in connection damper and after taking mentioned control strategy herein, this equally illustrates that damper is abundant
Its energy consumption effect has been played, the vibrational energy of structure is effectively reduced.
Fig. 8 gives the MDOF structure in the maximum layer meta position that damper and each layer of different control strategy flowering structures is not added
It moves.From figure 8, it is seen that three curvilinear motion rules are roughly the same: three first layers main structure (chassis) is greater than due to rigidity from knot
Structure, therefore the maximum relative storey displacement generated is also much smaller than top high building (from structure) part.With being incremented by for floor, top high building
The maximum relative storey displacement of (from structure) is also gradually increased, and maximum value is reached in layer 5, is then subtracted with being incremented by for floor
It is small.From every layer of maximum relative storey displacement can be seen that the maximum relative storey displacement under two kinds of control strategies to be significantly less than it is unsteered
Situation.This is consistent with the numerical example conclusion under two freedom degrees, illustrates that the Optimal Parameters are equally applicable to multiple degrees of freedom again
System.
It should be understood that for those of ordinary skills, it can be modified or changed according to the above description,
And all these modifications and variations should all belong to the protection domain of appended claims of the present invention.
Claims (7)
1. a kind of determination method of Maxwell damper Optimal Parameters between turret structure for symmetric double, which is characterized in that right
Claim that Maxwell damper is arranged between two tall buildings structure, each turret structure includes chassis and upper in symmetric double turret structure
Portion's high building, Maxwell damper are arranged between two top high buildings；Method includes the following steps:
Step 1: symmetric double turret structure is coupled as individually to be connected to the 2-DOF system of Maxwell type damper, with steady
White noise is seismic stimulation, derives the frequency response function of high building displacement, establishes the expression formula of symmetric double turret structure vibrational energy；
Step 2: being research parameter with the damped coefficient of Maxwell damper, respectively so that chassis and the vibration with chassis high building
The minimum control target of energy obtains Maxwell damper Optimal Parameters analytical expression；
Step 3: verifying the validity of the Optimal Parameters analytical expression by the numerical example.
2. the determination method according to claim 1 for Maxwell damper Optimal Parameters between symmetric double turret structure,
It is characterized in that, step 1 method particularly includes:
Step 1.1 simulates symmetrical two tall buildings damper using Maxwell control unit computation model, and the model is by damping element
It is composed in series with spring, and calculates the control force of model generation；
Main structure is regarded as in the chassis of symmetric double turret structure by step 1.2, and top high building is regarded as from structure, only considers horizontal direction
Seismic stimulation along symmetrical configuration face, building band chassis symmetric double turret structure computation model；And by the symmetric double turret structure
Computation model structure is reduced to 2-DOF adjacent shear cut type turret structure model；
Step 1.3 obtains the differential equation of motion of the coupled structure system according to simplified computation model, and geological process is seen
Work is the ground acceleration process an of stationary white noise, therefore under the geological process of known power spectral density function, is obtained pair
Claim vibrational energy expression formula of the two tall buildings structure in time-domain.
3. the determination method according to claim 2 for Maxwell damper Optimal Parameters between symmetric double turret structure,
It is characterized in that, the vibrational energy expression formula that step 1.3 obtains are as follows:
The vibrational energy expression formula of main structure are as follows:
From the vibrational energy expression formula of structure are as follows:
Wherein:
m1、k1、c1For the quality, rigidity, damping of main structure；m2、k2、c2For from the quality, rigidity, damping of structure；kd、cdFor
The stiffness coefficient and damped coefficient of Maxwell damper；Host-guest architecture mass ratio μ=m1/m2, high building frequency ratio β=ω2/ω1,
Power spectral density function is Sgg, a0-a6For the expression formula of master and slave structural parameters composition, b0-b6It is similarly master and slave structural parameters group
At expression formula.
4. the determination method according to claim 2 for Maxwell damper Optimal Parameters between symmetric double turret structure,
It is characterized in that, step 2 method particularly includes:
Parameter analysis is done to obtained symmetric double turret structure vibrational energy expression formula, establishes MS master-slave knot under different delayed time coefficient
Respectively ceiling capacity and frequency are than relation curve for structure, and being delayed, coefficient is smaller, and the ceiling capacity difference of main-slave structure is smaller, is neglecting
Slightly structure itself damps and delay coefficient is set as 0 under precondition, to acquire optimal damped coefficient；It is minimum former based on energy
Reason adjusts the parameter of passive damping device, to reduce the relative displacement of structure, using two kinds of strategies: respectively so that the chassis and bottom of with
The minimum control target of the vibrational energy of disk high building obtains Maxwell damper Optimal Parameters analytical expression.
5. the determination method according to claim 4 for Maxwell damper Optimal Parameters between symmetric double turret structure,
It is characterized in that, Optimal Parameters in step 2 method particularly includes:
When to control main structure energy minimum optimization aim:
Optimal damping coefficient are as follows:
Wherein:
A01=β2μ3ω1 2+β2μ2ω1 2-μ2-2μ-1,B01=-μ3ω1β-4μω1β-4μ2ω1β-ω1β
m1、k1、c1For the quality, rigidity, damping of main structure；m2、k2、c2For from the quality, rigidity, damping of structure；Host-guest architecture
Mass ratio μ=m1/m2, high building frequency ratio β=ω2/ω1, power spectral density function Sgg, a0-a6For master and slave structural parameters composition
Expression formula, b0-b6It is similarly the expression formula of master and slave structural parameters composition.
6. the determination method according to claim 4 for Maxwell damper Optimal Parameters between symmetric double turret structure,
It is characterized in that, Optimal Parameters in step 2 method particularly includes:
When to control general construction energy minimum optimization aim:
Optimal damping coefficient are as follows:
Wherein:
A02=-2 β4μ3ω1-8β4μ2ω1-8β4μω1-4β4μ3ω1-2β4ω1-6β2μ2ω1-μ4ω1-2β2μω1-2μ3ω1-μ2
ω1
m1、k1、c1For the quality, rigidity, damping of main structure；m2、k2、c2For from the quality, rigidity, damping of structure；Host-guest architecture
Mass ratio μ=m1/m2, high building frequency ratio β=ω2/ω1, power spectral density function Sgg, a0-a6For master and slave structural parameters composition
Expression formula, b0-b6It is similarly the expression formula of master and slave structural parameters composition.
7. the determination method according to claim 1 for Maxwell damper Optimal Parameters between symmetric double turret structure,
It is characterized in that, the method for verifying the validity of the Optimal Parameters analytical expression in step 3 by the numerical example includes: base
In the numerical example of 2-DOF model；The numerical example based on MDOF model.
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| CN110377962B (en) * | 2019-06-26 | 2023-04-07 | 中国人民解放军陆军装甲兵学院 | Fractional Maxwell numerical model method for constructing starting flow of viscoelastic colloid damping buffer |
| CN114444159A (en) * | 2020-11-05 | 2022-05-06 | 山东科技大学 | Viscoelastic damper design method for three-adjacent building structure |
| CN112765910A (en) * | 2021-01-22 | 2021-05-07 | 成都理工大学 | Construction method of shock absorption structure of spacecraft liquid storage system |
| CN112765910B (en) * | 2021-01-22 | 2022-10-18 | 成都理工大学 | Construction method of shock absorption structure of spacecraft liquid storage system |
| CN115387218A (en) * | 2022-08-01 | 2022-11-25 | 华中科技大学 | Stay cable multi-mode control self-adaptive damper and parameter optimization method thereof |
| CN115879331A (en) * | 2023-03-01 | 2023-03-31 | 山东科技大学 | Kelvin model-based spring-damping vibration attenuation structure parameter optimization analysis method |
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