tcl命令

if

{ [file exists output] == 0 } {

file mkdir output

}

建立活页夹

model basic -ndm 2 -ndf 3

node

5 0.0 162.0 -mass $$m1 $$m1 0.0

约束

品质

# tag fy E0 b

uniaxialMaterial

Steel01

3 $$fy $$E 0.01

Steel02 Material

tag fy E0 b

$$R0 $$CR1 $$CR2

$$R0

=between 10 and 20,

$$cR1

=0.925,

$$cR2

=0.15

CONCRETE tag f'c ec0 f'cu ecu

# Core concrete (confined)

uniaxialMaterial

Concrete01

1 -6.0 -0.004 -5.0 -0.014

set

fc1U

$$fc;

#

UNCONFINED

concrete

(todeschini

parabolic

model), maximum stress

set

eps1U -0.003;

#

strain at maximum strength of unconfined

concrete

set

fc2U

[

expr

0.2*$$fc1U];

# ultimate stress

set

eps2U -0.01;

# strain at ultimate stress

set

lambda 0.1;

#

ratio

between

unloading

slope

at

$$eps2

and

initial slope $$Ec

# tensile-strength properties

set

ftU [

expr

-0.14*$$fc1U];

# tensile strength +tension

set

Ets [

expr

$$ftU/0.002];

# tension softening stiffness

uniaxialMaterial

Concrete02

$$IDconcU

$$fc1U

$$eps1U

$$fc2U

$$eps2U

$$lambda

$$ftU $$Ets

section

Fiber

1 {

# Create the concrete core fibers

patch

rect

1

10

1

[

expr

$$cover-$$y1]

[

expr

$$cover-$$z1]

[

expr

$$y1-$$cover]

[

expr

$$z1-$$cover]

# Create the concrete cover fibers (top, bottom, left, right)

patch

rect 2 10 1 [

expr

-$$y1] [

expr

$$z1-$$cover] $$y1 $$z1

patch

rect 2 10 1 [

expr

-$$y1] [

expr

-$$z1] $$y1 [

expr

$$cover-$$z1]

patch

rect 2 2 1 [

expr

-$$y1] [

expr

$$cover-$$z1] [

expr

$$cover-$$y1]

[

expr

$$z1-$$cover]

patch

rect 2 2 1 [

expr

$$y1-$$cover] [

expr

$$cover-$$z1] $$y1 [

expr

$$z1-$$cover]

# Create the reinforcing fibers (left, middle, right)

layer

straight

3 3 $$As [

expr

$$y1-$$cover] [

expr

$$z1-$$cover] [

expr

$$y1-$$cover] [

expr

$$cover-$$z1]

layer

straight

3 2 $$As 0.0 [

expr

$$z1-$$cover] 0.0 [

expr

$$cover-$$z1]

layer

straight

3 3 $$As [

expr

$$cover-$$y1] [

expr

$$z1-$$cover] [

expr

$$cover-$$y1] [

expr

$$cover-$$z1]

}

定义截面

tag ndI ndJ A E Iz transfTag

element

elasticBeamColumn

3 3 4 360 4030 8640 2

弹性梁柱、

定义（二维）

element elasticBeamColumn $$eleTag $$iNode $$jNode $$A $$E $$G $$J $$Iy $$Iz $$transfTag

（三维）

# tag ndI ndJ nsecs secID transfTag

element nonlinearBeamColumn 1 1 3 $$np 1 1

（非线性的梁柱单元）

pattern

Plain

1 1 {

eleLoad

-ele

13

14

15

（单元编号）

-type

–

beamUniform

（均布线荷载）

-$$w1

（沿着

y

< br>轴的线荷载大小）

eleLoad -ele 16 17 18 -type -beamUniform -$$w2

eleLoad -ele 19 20 21 -type -beamUniform -$$w3

}

单元加载

pattern

Plain

1

# Create nodal loads at nodes 3 & 4

# nd FX FY MZ

load

3 0.0 [

expr

-$$P] 0.0

load

4 0.0 [

expr

-$$P] 0.0

}

节点载入

geomTransf

Linear

1;

# beams

geomTransf

PDelta

2;

# columns

（二维坐标下的坐标转换）

recorder

Node -file Data/ -time -node 2 -dof 1 2 3 disp;

{

节点记录

}

recorder

Element -file -ele 1 4 7 10 forces

（单元的记录）

# Define RECORDERS

--------- -------------------------------------------------- --

recorder

Node -file Data/ -time -node 2 -dof 1 2 3 disp;

# displacements of free nodes

recorder

Node -file Data/ -time -node 1 -dof 1 2 3 disp;

# displacements of support nodes

recorder

Node -file Data/ -time -node 1 -dof 1 2 3 reaction;

# support reaction

recorder

Drift

-file Data/ -time -iNode 1 -jNode 2 -dof 1

-perpDirn 2

# lateral drift

recorder

Element -file Data/ -time -ele 1 globalForce;

# element forces -- column

recorder

Element -file Data/ -time -ele 1 deformations;

# element deformations -- column

set

lambda [eigen $$numModes ];

（求解

$$numModes

阶振型 ）

set

eigenValue [lindex $$eigenValues 0]

提取第一节特征值

set

xDamp

0.05

;

————设置阻尼比为

0.05

set

nEigenI

1;

————主振型

1

为第

1

振型

set

nEigenJ

2;

————主振型

2

为第

2

振型

set

lambdaN

[eigen

[expr

$$nEi genJ]];

————求解两阶振型即可

set

lambdaI

[lindex

$$lambdaN

[expr

$$nEigenI-1]];

————提取第

1

阶特征值

set

lambdaJ

[lindex

$$lambdaN

[expr

$$nEigenJ-1]];

————提取第

2

阶特征值

set

omegaI

[expr

pow($$lambdaI,0.5)];

———

—从特征值求圆频率

set

omegaJ

[expr

pow( $$lambdaJ,0.5)];

————从特征值求圆频率

set

alphaM

[expr

$$xDamp*(2*$$omegaI*$$omegaJ)/($$omegaI+$$om egaJ)];

————

alphaM

为

a0

，即质量相关系数；

。

set

betaKcurr

[expr

2.*$$xDam

p/($$omegaI+$$omegaJ)];

—

——

betaKcurr

为