CN103615054A - Buckling constraint supporting arrangement method based on zone grid shear deformation - Google Patents

Abstract

The invention relates to a buckling constraint supporting arrangement method based on zone grid shear deformation. The arrangement method includes the following steps that (1), horizontal earthquake acting force of a structure is calculated according to a response spectrum or an elastic time history; (2), the horizontal earthquake acting force obtained in the step (1) reacts on the structure according to the equivalent static force principle; (3), deformation of all grid nodes where buckling constraint supporting can be arranged is extracted, and the deformation comprises average horizontal displacement of two nodes at the upper end of each grid, average vertical displacement of two nodes at the left end of each grid and average vertical displacement of two nodes at the right end of each grid; (4), the shear deformation of the grids is calculated; (5) buckling constraint supporting is arranged according to the calculated shear deformation degree of all the grids. Compared with the prior art, the buckling constraint supporting arrangement method has the advantages of being high in operability and calculation efficiency and the like.

Description

A kind of buckling restrained brace method for arranging based on district's lattice shear strain

Technical field

The present invention relates to building structure technology field, especially relate to the buckling restrained brace method for arranging based on district's lattice shear strain in a kind of energy-dissipating and shock-absorbing technology.

Background technology

The variant of super highrise building under horizontal loading be curved scissors type normally, the variant of super highrise building under horizontal loading be curved scissors type normally, contains due to the distortion of the member stress generations such as beam column with because the distortion composition producing is rotated in the cross section of each district's lattice vertical bar of structure.Scholar Wei Lian points out, as the distortion limit value of Super High structure, the correlation of the stress of the structural element such as relative storey displacement angle and shear wall, beam, post is poor.For example Fig. 2 is three kinds of displacement situations of the Super High structure center pillar of certain 290 meters of high-band enhancement Layer, can find out, the shearing that post is subject to and the extreme value of moment of flexure are not the position at the maximum relative storey displacement of structure angle, and flexural deformation increases relative storey displacement angle, ，Gao district along with the increase of floor be mainly main by the flexural deformation between district's lattice.Therefore scholar Jiang Lixue proposes a new parameter, i.e. generalized shear deformation, the better stress characteristic of reaction structure.

From the hysteresis loop of buckling restrained brace, can find out, it need to reach certain relative displacement could surrender power consumption, and the in the situation that of identical parameters, buckling restrained brace power consumption number by its axial strain, determined.In the past in the design of buckling restrained brace, in principle BRB (Buckling restrained brace, buckling restrained brace) should put the larger position of structure stress can make buckling support in, surrender power consumption under large earthquake situations condition.Existing engineering experience is often arranged in buckling restrained brace the floor position of angle of displacement maximum between deck or interlaminar shear maximum, because the power consumption size of its relative storey displacement angle and horizontal earthquake action power and buckling restrained brace can not be completely linear, so the energy dissipation capacity of its buckling restrained brace often can not obtain maximum performance, therefore will carry out a large amount of trials and checking computations to position, therefore finding stressed maximum or be out of shape maximum the optimum layout position often needs to spend the regular hour.

Summary of the invention

Object of the present invention is exactly that a kind of workable, buckling restrained brace method for arranging based on district's lattice shear strain that computational efficiency is high is provided in order to overcome the defect that above-mentioned prior art exists.

Object of the present invention can be achieved through the following technical solutions:

A buckling restrained brace method for arranging based on district's lattice shear strain, comprises the following steps:

(1) by finite element software according to each layer of horizontal earthquake action power of response spectrum or elastic time-history method computation structure;

(2), according to the principle of equivalent static(al), the horizontal earthquake action force reaction that step (1) is obtained is in structure;

(3) extract the distortion of district's each node of lattice that can arrange buckling restrained brace, comprising: the average vertical displacement of the average level displacement of lattice upper end, district two nodes, district's lattice left end two nodes and the average vertical displacement of district's lattice right-hand member two nodes;

(4) according to calculate the shear strain of district's lattice as inferior segment lattice shear strain formula:

${\mathrm{\γ}}_i=\frac{u_i-u_{i-1}}{h_i}-\frac{v_i-v_j}{I_i}$

In formula, γ _ibe the shear strain of i floor district lattice, u _i, u _i-1be respectively the average level displacement of i floor Hei-1Ceng district lattice upper end two nodes, h _ibe the height of i floor district lattice, v _ibe the average vertical displacement of i floor district lattice left end two nodes, v _jbe the average vertical displacement of i floor district lattice right-hand member two nodes, l _ibe the wide of i floor district lattice;

(5) according to the size of each district's lattice shear strain, arrange buckling restrained brace.

In described step (1), according to the horizontal earthquake action power of Calculation of response spectrum structure, be specially:

Structure is set as to the combination of m the vibration shape, a n particle, by following formula, calculates the horizontal earthquake action of each vibration shape:

F _ji＝α _jγ _jX _jiG _i(i＝1，2，3…n，j＝1，2，3…m)

${\mathrm{\γ}}_j=\underset{i=1}{\overset{n}{\mathrm{\Σ}}}{X}_{\mathrm{ji}}{G}_i/\underset{i=1}{\overset{n}{\mathrm{\Σ}}}{X}_{\mathrm{ji}}^2{G}_i$

Wherein, F _jihorizontal earthquake action power standard value for j vibration shape i particle; α _jfor corresponding to the j vibration shape earthquake effect coefficient of natural vibration period; X _jihorizontal relative displacement for j vibration shape i particle; γ _jparticipation coefficient for the j vibration shape; G _ifor concentrating on the representative value of gravity load of particle i.

In described step (1), according to the horizontal earthquake action power of elastic time-history method computation structure, be specially:

The equation of motion of single Level Multiple Degree of Freedom Structures system is:

$\left[M\right]\left\{\stackrel{\·\·}{v}\right\}+\left[C\right]\left\{\stackrel{\·}{v}\right\}+\left[K\right]\left\{v\right\}=\left\{p\left(t\right)\right\}$

Wherein, the mass matrix that [M] is structure; [C] is the damping matrix of structure; [K] is the stiffness matrix of structure;

{ v} is respectively acceleration, speed and the displacement of structure; { p (t) } is the dynamic response of structure.

Utilization solves eigenvalue method and obtains the equation under generalized coordinates:

$\left[M\right]\left[\mathrm{\Φ}\right]\left\{\stackrel{\·\·}{Y}\right\}+\left[C\right]\left[\mathrm{\Φ}\right]\left\{\stackrel{\·}{Y}\right\}+\left[K\right]\left[\mathrm{\Φ}\right]\left\{Y\right\}=\left\{p\left(t\right)\right\}$

Wherein,

{ Y} is respectively generalized acceleration, generalized velocity and the generalized displacement of structure; [Φ] is shape function vector;

Above formula is taken advantage of in any one transposed vector

:

Equation group is become to the single-degree-of-freedom system equation of motion under generalized coordinates, for the n vibration shape and regularization coordinate Y _nhave:

$M_n^{*}{\stackrel{\·\·}{Y}}_n+C_n^{*}{\stackrel{\·}{Y}}_n+K_n^{*}{Y}_n=P_n^{*}\left(t\right)$

Wherein,

it is the generalized mass of the n vibration shape;

for broad sense damping;

for broad sense rigidity;

for generalized force, be horizontal earthquake action power.

In described step (3), by the calculated data of finite element software, extract the distortion of district's each node of lattice that can arrange buckling restrained brace.

The form that described buckling restrained brace is arranged comprises monocline support layout, chevron shaped support arrangement, V-type support arrangement or accentric support layout.

Described buckling restrained brace is arranged in the enhancement Layer of structure.

Described buckling restrained brace comprises metal mold damper.

The correctness that adopts dynamic elastic-plastic method validation buckling restrained brace to arrange.

Compared with prior art, the present invention has the following advantages:

1, the present invention is directed to contacting between the power consumption of buckling restrained brace and district's lattice shear strain, according to the shear strain size of district's lattice, arrange buckling restrained brace, the inventive method has the operability of engineering application, better meets engineering construction development need;

2, the present invention adopts district's lattice distortion of response spectrum or elastic time-history method observation structure part, be the deformation of shear strain, infer the power consumption situation of buckling restrained brace under kinematic analysis, can comparatively fast find the optimal location of constraint support arrangement, save operation time, raise the efficiency.

Accompanying drawing explanation

Fig. 1 is buckling restrained brace arrangement schematic diagram;

Fig. 2 is certain Super High post stratified deformation, flexural deformation and shear strain graph of a relation;

Fig. 3 is schematic flow sheet of the present invention;

Tu4Wei BRB district lattice deformation pattern;

Fig. 5 is graphics and the elevation of certain 10 layers of framework in the embodiment of the present invention 1;

Wherein, (4a) being graphics, is (4b) elevation;

Fig. 6 is with Support lattice stratified deformation and flexural deformation in embodiment 1;

Fig. 7 is certain Super High graphics and elevation in example 2 of the present invention;

Wherein, (7a) being graphics, is (7b) elevation;

Fig. 8 is the embodiment of the present invention 2 Zhongyuan District lattice deployment scenarios;

Fig. 9 replaces BRB deployment scenarios in the embodiment of the present invention 2;

Figure 10 is USA0031 seismic wave;

Figure 11 is three kinds of deformation patterns of the transregional lattice of BC in the embodiment of the present invention 2;

Figure 12 is the hysteresis loop of arranging GeBRBShi EF42 district, San Dao district lattice in the embodiment of the present invention 2.

The specific embodiment

Below in conjunction with the drawings and specific embodiments, the present invention is described in detail.The present embodiment be take technical solution of the present invention and is implemented as prerequisite, provided detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following embodiment.

Embodiment 1

As shown in Figure 3, a kind of buckling restrained brace method for arranging based on district's lattice shear strain, comprises the following steps:

(1) according to the horizontal earthquake action power of response spectrum or elastic time-history method computation structure;

(2), according to the principle of equivalent static(al), the horizontal earthquake action force reaction that step (1) is obtained is in structure;

(3) by the calculated data of finite element software, extract the distortion of district's each node of lattice that can arrange buckling restrained brace, described district's lattice are rectangle, comprising: the average vertical displacement of the average level displacement of lattice upper end, district two nodes, district's lattice left end two nodes and the average vertical displacement of district's lattice right-hand member two nodes;

(4) calculate the shear strain of district's lattice;

(5) according to the size of each district's lattice shear strain, arrange buckling restrained brace, the correctness that finally can adopt dynamic elastic-plastic method validation buckling restrained brace to arrange.

According to original steel in the size sequence ，Ke Jiang district lattice of district's lattice shear strain, support and be replaced into buckling restrained brace, can adopt monocline support, chevron shaped or V-type support arrangement, also can adopt the arrangement form of accentric support, as shown in Figure 1.The position of buckling restrained brace should be arranged in the enhancement Layer of structure, and particular location need determine according to building function.The required number of buckling restrained brace need determine according to the product quality of the additional damping ratio of structural object and buckling restrained brace itself.

Generally, in engineering design, often adopt static(al) Pushover and dynamic elastic-plastic method to calculate the power consumption situation of energy dissipation component, although computational methods are comparatively accurate, consuming time more.Conventional response spectrum or elastic time-history method in this method application engineering, district's lattice distortion of observation structure part, it is the deformation of shear strain, infer the power consumption situation of buckling restrained brace under kinematic analysis, can comparatively fast find the optimal location of constraint support arrangement, save operation time, raise the efficiency.

During structural analysis, vibration shape decomposition reaction spectrometry adopts the combination of a plurality of vibration shapes as considering.Generally can be by mass concentration at floor position, n floor is n particle, has m the vibration shape.Before combination, to calculate respectively horizontal earthquake action and the effect (moment of flexure, axle power, shearing, displacement etc.) thereof of each vibration shape, then carry out the modal combination of inner force and displacement.

According to canonical algorithm, the horizontal earthquake action standard value of structure j vibration shape i particle, should determine by following formula:

F _ji＝α _jγ _jX _jiG _i(i＝1，2，3…n，j＝1，2，3…m) (1)

${\mathrm{\γ}}_j=\underset{i=1}{\overset{n}{\mathrm{\Σ}}}{X}_{\mathrm{ji}}{G}_i/\underset{i=1}{\overset{n}{\mathrm{\Σ}}}{X}_{\mathrm{ji}}^2{G}_i---\left(2\right)$

Wherein, F _jihorizontal earthquake action standard value for j vibration shape i particle; α _jfor corresponding to the j vibration shape earthquake effect coefficient of natural vibration period; X _jihorizontal relative displacement for j vibration shape i particle; γ _jparticipation coefficient for the j vibration shape; G _ifor concentrating on the representative value of gravity load of particle i.Structural concept determines that rear above-mentioned each parameter is determined value.

Effect of horizontal seismic action (moment of flexure, shearing, axial force and distortion), when the period ratio of the adjacent vibration shape is less than 0.85, can determine by formula (3):

$S_{\mathrm{Ek}}=\sqrt{\mathrm{\Σ}{S}_j^2}---\left(3\right)$

In formula, S _ekeffect for horizontal earthquake action standard value; S _jeffect for j vibration shape horizontal earthquake action standard value.

And Elastic time-history analysis application Du Hamo Integration Solving dynamic response, STRUCTURE DECOMPOSITION becomes N single-degree-of-freedom system dynamic response, and finally stack obtains the response of whole structure.And the equation of motion of single Level Multiple Degree of Freedom Structures system can be expressed as:

$\left[M\right]\left\{\stackrel{\·\·}{v}\right\}+\left[C\right]\left\{\stackrel{\·}{v}\right\}+\left[K\right]\left\{v\right\}=\left\{p\left(t\right)\right\}---\left(4\right)$

Wherein, the mass matrix that [M] is structure; [C] is the damping matrix of structure; [K] is the stiffness matrix of structure;

{ v} is respectively acceleration, speed and the displacement of structure; { p (t) } is the dynamic response of structure, and structural concept determines that rear above-mentioned each parameter is determined value.

Utilization solves eigenvalue method and obtains the equation under generalized coordinates:

$\left[M\right]\left[\mathrm{\Φ}\right]\left\{\stackrel{\·\·}{Y}\right\}+\left[C\right]\left[\mathrm{\Φ}\right]\left\{\stackrel{\·}{Y}\right\}+\left[K\right]\left[\mathrm{\Φ}\right]\left\{Y\right\}=\left\{p\left(t\right)\right\}---\left(5\right)$

Wherein,

{ Y} is respectively generalized acceleration, generalized velocity and the generalized displacement of structure; [Φ] is shape function vector;

Above formula is taken advantage of in any one transposed vector

:

Suppose that the vibration shape is for the orthogonality of quality, rigidity and damping matrix, equation group is become to the single-degree-of-freedom system equation of motion under generalized coordinates, for the n vibration shape and regularization coordinate Y _nhave:

$M_n^{*}{\stackrel{\·\·}{Y}}_n+C_n^{*}{\stackrel{\·}{Y}}_n+K_n^{*}{Y}_n=P_n^{*}\left(t\right)---\left(7\right)$

Wherein, it is the generalized mass of the n vibration shape;

for broad sense damping;

for broad sense rigidity;

for generalized force, be horizontal earthquake action power.

Therefore, to sum up, the displacement that utilizes response spectrum and Elastic time-history analysis method to calculate by finite element software is to be coupled to form by vibration shape participation coefficient by the displacement between each vibration shape, non-linear relation between itself and resulting power, therefore the method for applying shear strain should not directly utilize the drawn displacement of Elastic time-history analysis method to remove to judge the stressing conditions of buckling restrained brace, therefore need revise by the equivalent static force method of power and displacement linear correlation, concrete grammar is, the mode of response spectrum or the drawn horizontal earthquake action power application static(al) of elastic time-history ripple is applied on original structure, the power of gained and displacement are just linear correlation, just can reflect the due characteristic of structure.

The parameter that stratified deformation in each structural area lattice is controlled mainly contains three kinds: 1. stratified deformation angle θ, the i.e. poor ratio with floor height of relative storey displacement; 2. flexural deformation angle

with stressed incoherent Rigid Body in Rotation With displacement; 3. shear strain angle γ, the corner causing due to the shear strain of district's lattice.Three's relation is suc as formula shown in (8):

The DaiBRB district lattice of certain i floor of take are example, as shown in Figure 4.Shear strain can be suc as formula shown in (9):

In formula, γ _ibe the shear strain of i floor district lattice, u _i, u _i-1be respectively the average level displacement of i floor Hei-1Ceng district lattice upper end two nodes, h _ibe the height of i floor district lattice, v _ibe the average vertical displacement of i floor district lattice left end two nodes, v _jbe the average vertical displacement of i floor district lattice right-hand member two nodes, l _ibe the wide of i floor district lattice.

Therefore,

for this i layer stratified deformation, if floor has the supposition of rigidity floor, its value equals relative storey displacement angle, and ratio ，Ji Gai district lattice flexural deformation for the vertical deformation Cha Yu district lattice length of district's lattice two-end-point.The axial deformation value Δ l that can obtain thus buckling restrained brace in district's lattice is:

$\mathrm{\&Delta;l}=\frac{l_i\&CenterDot;h_i}{\sqrt{{l_i}^2+{{\mathrm{<figure-callout\; id="2"\; label="h\; i"\; filenames="HDA0000426879380000012.png,HDA0000426879380000032.png"\; state="\{\{state\}\}">h</figure-callout>}}_i}^2}}{\mathrm{\&gamma;}}_i---\left(10\right)$

Therefore,, if all sizes with buckling restrained brace district lattice in known universe structure calculate district's lattice shear strain value, can know the axial deformation of buckling restrained brace.Therefore can obtain the optimum position that structure is put buckling restrained brace from displacement aspect.

The one 10 layers of three bay frame of take are example, as shown in Figure 5.Floor height is 3m, side column 1000mm * 1000mm, and center pillar 600mm * 600mm, beam 250mm * 600mm, two facades of X-direction all arrange that the steel in 500 * 200 * 10 * 16 cross sections supports from bottom to up successively.10 * 2=20 road supports altogether.Response spectrum and Elastic time-history analysis adopt the input of X-direction one direction.

Application response spectral method, the method by drawn horizontal earthquake action power by equivalent lateral force is applied in structure.Fig. 6 is with the shear strain of Support lattice and stratified deformation, can find out that the flexural deformation of district's lattice is increased along with increasing of floor, and shear strain increases at the beginning, diminishes afterwards always.

Its all districts lattice are measure-alike, and relatively its shear strain angle of displacement can obtain the large minispread that buckling restrained brace is out of shape, and shear strain is pressed to absolute value order from big to small and arrange, as shown in table 1.Can find out that maximum appears at 3 layers, be secondly 2 and 4 layers.

Table 1 band Support lattice shear displacemant situation

On X-direction supports, one of layout, twice ,San road buckling restrained brace substitute conventional steel brace arbitrarily respectively, buckling restrained brace yield force is made as 500kN, seismic wave adopts Elcentro ripple, for assurance buckling restrained brace, can surrender, and maximum earthquake acceleration is selected 150gal.While holding, be 4s, the optimum layout that consumes energy situation is as shown in table 2:

The various BRB of table 2 arrange power consumption situation

Note: power consumption unit is kNmm

As can be seen from the table, the sequence combination of consuming energy maximum meets shear displacemant order from big to small substantially, due to some errors of fitting of response spectrum equivalence static(al) existence, but judge that by the size of shear strain the optimal location that buckling restrained brace is put is feasible.

Embodiment 2

As shown in Figure 7; certain super highrise building; structure height is 300 meters; totally 68 layers, according to research, show, the steel in enhancement Layer is supported and replaced with sinker; form energy-dissipating and shock-absorbing layer; this kind of way do not take the usage space of building, and in can bring into play power consumption buckling restrained brace, protection main structure body structural safety under large shake.Be conducive to model 11,12,26,27,41,42,57,58 are provided with endless belt truss, and sectional dimension is 600mm * 600mm * 40mm * 60mm, the thinking of research is the buckling restrained brace of rigidity such as to use to replace truss, because its each layer height is entirely not identical, therefore gets measure-alike district's lattice 12,27,42,58CengXXiang district lattice are studied, so that relatively.Tu8Wei Yuan district lattice deployment scenarios; Fig. 9 is for replacing BRB deployment scenarios.District's lattice are of a size of 10500mm * 3600mm, adopt the dynamic elasto-plastic analysis research of consume energy, the coupling beam of structural type girder steel adopts FEMA plasticity to twist beam, post, wall employing fiber element, the BRB unit that buckling restrained brace adopts software to carry, structural damping ratio gets 0.05.Due to structure almost symmetry, so the input of seismic wave employing X-direction, and the support preferred arrangement in research X-direction.

Illustrate for convenience to mean AB Kua42Ceng district lattice by ，Hou Jiang district lattice called after AB42 etc.Dynamic time history ripple adopts the natural ripple USA0031 that is applicable to this model site category, as shown in figure 10, is adjusted to middle shake and analyzes, and acceleration time-histories maximum value is made as 150gal, and time-histories is made as 6 seconds.

Structure is carried out to Elastic time-history analysis with this natural ripple, the horizontal earthquake action force reaction of gained, in structure, draws the shear strain between district's lattice, for example BC across, the stratified deformation of all districts of span centre lattice, flexural deformation and shear strain are taken out, as shown in figure 11.Can find out that angle, enhancement Layer relative storey displacement angle maximum is Si enhancement Layer district, but the position of shear strain maximum is first and second enhancement Layer district.

By 20 the district's lattice that will study altogether, the maximum Shi Ge of shear strain district lattice are arranged as shown in table 3 below according to order from big to small, by the result of Yi Zhi six road buckling restrained braces, the mode of congratulating by the optimum layout is calculated power consumption, arranges as shown in table 4.Recycle engineering experience in the past, buckling restrained brace is arranged in to Si district, be i.e. the reinforcement district of relative storey displacement angle maximum, and the reinforcement district of interlaminar shear maximum, i.e. the firstth district, while arranging respectively 1 to 6 road buckling restrained brace in Zhe Liangge district, the layout of optimum is added up, as shown in table 5.Can find out, compare with table 4, the power consumption level that the experience by the past also calculates, the power consumption that effect does not have the method to draw is high, and therefore provable this algorithm has certain superiority.

In addition, this algorithm can judge that EF span centre ，Si Ge district is because shear strain value is all very little, therefore at this span centre, arranges that buckling restrained brace power consumption is lower, as shown in table 6.Former because EF across between district's lattice because structure is supporting from being all provided with intercolumniation between 1 floor to 42 floor, support has retrained the distortion of district's lattice, cause EF across and the transregional lattice shear strain of AB in high district all less, thereby buckling restrained brace is arranged in to these positions, energy consumption effect is unsatisfactory, hysteresis loop is not full, as shown in figure 12.Therefore in actual arrangement, should avoid being arranged in these positions as far as possible.

Table 3 band Support lattice shear displacemant situation

The various BRB of table 4 arrange optimum power consumption situation

Note: power consumption unit is kNmm

Table 5 is arranged optimum power consumption situation according to interlaminar shear and relative storey displacement angle

Note: power consumption unit is kNmm, in bracket, be and the ratio of the optimum layout between consuming energy.

Table 6EF is across power consumption situation

Note: power consumption unit is kNmm, in bracket, be and the ratio of the optimum layout between consuming energy.

Claims (8)

1. the buckling restrained brace method for arranging based on district's lattice shear strain, is characterized in that, comprises the following steps:

(1) by finite element software according to each layer of horizontal earthquake action power of response spectrum or elastic time-history method computation structure;

(2), according to the principle of equivalent static(al), the horizontal earthquake action force reaction that step (1) is obtained is in structure;

(3) extract the distortion that can arrange district's each node of lattice of buckling restrained brace in structure, comprising: the average vertical displacement of the average level displacement of lattice upper end, district two nodes, district's lattice left end two nodes and the average vertical displacement of district's lattice right-hand member two nodes;

(4) according to calculate the shear strain of district's lattice as inferior segment lattice shear strain formula:

${\mathrm{\&gamma;}}_i=\frac{u_i-u_{i-1}}{h_i}-\frac{v_i-v_j}{I_i}$

In formula, γ _ibe the shear strain of i floor district lattice, u _i, u _i-1be respectively the average level displacement of i floor Hei-1Ceng district lattice upper end two nodes, h _ibe the height of i floor district lattice, v _ibe the average vertical displacement of i floor district lattice left end two nodes, v _jbe the average vertical displacement of i floor district lattice right-hand member two nodes, l _ibe the wide of i floor district lattice;

(5) according to the size of each district's lattice shear strain, arrange buckling restrained brace.

2. a kind of buckling restrained brace method for arranging based on district's lattice shear strain according to claim 1, is characterized in that, in described step (1), according to the horizontal earthquake action power of Calculation of response spectrum structure, is specially:

Structure is set as to the combination of m the vibration shape, a n particle, by following formula, calculates the horizontal earthquake action of each vibration shape:

F _ji＝α _jγ _jX _jiG _i(i＝1，2，3…n，j＝1，2，3…m)

${\mathrm{\&gamma;}}_j=\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}{X}_{\mathrm{ji}}{G}_i/\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}{X}_{\mathrm{ji}}^2{G}_i$

Wherein, F _jihorizontal earthquake action power standard value for j vibration shape i particle; α _ifor corresponding to the j vibration shape earthquake effect coefficient of natural vibration period; X _jihorizontal relative displacement for j vibration shape i particle; γ _jparticipation coefficient for the j vibration shape; G _ifor concentrating on the representative value of gravity load of particle i.

3. a kind of buckling restrained brace method for arranging based on district's lattice shear strain according to claim 1, is characterized in that, in described step (1), according to the horizontal earthquake action power of elastic time-history method computation structure, is specially:

The equation of motion of single Level Multiple Degree of Freedom Structures system is:

$\left[M\right]\left\{\stackrel{\&CenterDot;\&CenterDot;}{v}\right\}+\left[C\right]\left\{\stackrel{\&CenterDot;}{v}\right\}+\left[K\right]\left\{v\right\}=\left\{p\left(t\right)\right\}$

Wherein, the mass matrix that [M] is structure; [C] is the damping matrix of structure; [K] is the stiffness matrix of structure;

{ v} is respectively acceleration, speed and the displacement of structure; { p (t) } is the dynamic response of structure.

Utilization solves eigenvalue method and obtains the equation under generalized coordinates:

$\left[M\right]\left[\mathrm{\&Phi;}\right]\left\{\stackrel{\&CenterDot;\&CenterDot;}{Y}\right\}+\left[C\right]\left[\mathrm{\&Phi;}\right]\left\{\stackrel{\&CenterDot;}{Y}\right\}+\left[K\right]\left[\mathrm{\&Phi;}\right]\left\{Y\right\}=\left\{p\left(t\right)\right\}$

Wherein,

{ Y} is respectively generalized acceleration, generalized velocity and the generalized displacement of structure; [Φ] is shape function vector;

Above formula is taken advantage of in any one transposed vector

:

Equation group is become to the single-degree-of-freedom system equation of motion under generalized coordinates, for the n vibration shape and regularization coordinate Y _nhave:

$M_n^{*}{\stackrel{\&CenterDot;\&CenterDot;}{Y}}_n+C_n^{*}{\stackrel{\&CenterDot;}{Y}}_n+K_n^{*}{Y}_n=P_n^{*}\left(t\right)$

Wherein, it is the generalized mass of the n vibration shape;

for broad sense damping;

for broad sense rigidity;

for generalized force, be horizontal earthquake action power.

4. a kind of buckling restrained brace method for arranging based on district's lattice shear strain according to claim 1, it is characterized in that, in described step (3), by the calculated data of finite element software, extract the distortion of district's each node of lattice that can arrange buckling restrained brace.

5. a kind of buckling restrained brace method for arranging based on district's lattice shear strain according to claim 1, it is characterized in that, the form that described buckling restrained brace is arranged comprises monocline support layout, chevron shaped support arrangement, V-type support arrangement or accentric support layout.

6. a kind of buckling restrained brace method for arranging based on district's lattice shear strain according to claim 1, is characterized in that, described buckling restrained brace is arranged in the enhancement Layer of structure.

7. a kind of buckling restrained brace method for arranging based on district's lattice shear strain according to claim 1, is characterized in that, described buckling restrained brace comprises metal mold damper.

8. a kind of buckling restrained brace method for arranging based on district's lattice shear strain according to claim 1, is characterized in that, the correctness that adopts dynamic elastic-plastic method validation buckling restrained brace to arrange.

Images