(完整版)用Opensees進(jìn)行IDA分析(橋墩模型命令流)

1、wipe# Opensees dandun#Units:kN, m, sec# # Start of model generation# # Create ModeBulider (with two -dimensions and 3 DOF/node) model basic -ndm 2 -ndf 3# # tag X Ynode 1 0.0 0.0node 2 0.0 0.0node 3 0.0 2.0node 4 0.0 4.0node 5 0.0 6.0node 6 0.0 8.0node 7 0.0 10.0node 8 0.0 12.0node 9 0.0 14.0node 10

2、 0.0 16.0node 11 0.0 18.0node 12 0.0 20.0# # Fix supports at base of columns# tag DX DY RZfix 1 1 1 1# # Concretetag fc ec0 fcu ecu# Core concrete (confined)uniaxialMaterial Concrete01 1 -25600.0 -0.00219 -17780.0 -0.01#Cover concrete (unconfined)uniaxialMaterial Concrete01 2 -23400.0 -0.002 -0.0 -0

3、.006# STEEL# Reinforcing steelset fy 400000.0; #Yield stressset E 200000000.0;# Young's modulus# tag fy E0 buniaxialMaterial Steel02 3 $fy $E 0.01 18.5 0.925 0.15uniaxialMaterial Elastic 11 29043600uniaxialMaterial Elastic 12 12326600uniaxialMaterial Elastic 13 587247596#Define cross-section for

4、 nonlinear columns# # set some parametersset colWidth 8.18set colDepth 4.28set cover 0.05set As 0.00049# some variables derived from the parametersset y1 expr $colDepth/2.0set z1 expr $colWidth/2.0section Fiber 1 # Create the concrete core fiberspatch rect 1 20 30 expr $cover -$y1 expr $cover -$z1 e

5、xpr $y1 -$cover expr $z1 -$cover# Create the concrete cover fibers (top, bottom, left, right)patch rect 2 20 5 expr -$y1 expr $z1 -$cover $y1 $z1patch rect 2 20 5 expr -$y1 expr -$z1 $y1 expr $cover -$z1patch rect 2 5 10 expr -$y1 expr $cover -$z1 expr $cover -$y1 expr $z1 -$coverpatch rect 2 5 10 e

6、xpr $y1 -$cover expr $cover -$z1 $y1 expr $z1 -$cover# Create the reinforcingfibers (left, middle, right)layer straight 3 175 $As expr $y1 -$cover expr $z1 -$cover expr $y1 -$cover expr $cover -$z1 layer straight 3 175 $As expr $cover -$y1 expr $z1 -$cover expr $cover -$y1 expr $cover -$z1 layer str

7、aight 3 115 $As expr $y1 -$cover expr $z1 -$cover expr $cover -$y1 expr $z1 -$cover layer straight 3 115 $As expr $y1 -$cover expr $cover -$z1 expr $cover -$y1 expr $cover -$z1 # Define column elements# # Geometry of column elements# taggeomTransf Linear 1# Number of integration points along length

8、of elementsset np 5# Create the columns using Beam -column elements# tag ndI ndJ secID transfTagelement nonlinearBeamColumn 2 2 3 $np 1 1element nonlinearBeamColumn 3 3 4 $np 1 1element nonlinearBeamColumn 4 4 5 $np 1 1element nonlinearBeamColumn 5 5 6 $np 1 1element nonlinearBeamColumn 6 6 7 $np 1

9、1element nonlinearBeamColumn 7 7 8 $np 1 1element nonlinearBeamColumn 8 8 9 $np 1 1element nonlinearBeamColumn 9 9 10 $np 1 1element nonlinearBeamColumn 10 10 11 $np 1 1element nonlinearBeamColumn 11 11 12 $np 1 1equalDOF 1 2 1 2element zeroLength 111 1 2 -mat 13 -dir 3set m expr 3355.7set n expr 17

10、5.1# tag MX MY RZmass 2 $n $n 1e-8mass 3 $n $n 1e-8mass 4 $n $n 1e-8mass 5 $n $n 1e-8mass 6 $n $n 1e-8mass 7 $n $n 1e-8mass 8 $n $n 1e-8mass 9 $n $n 1e-8mass 10 $n $n 1e-8mass 11 $n $n 1e-8mass 12 $m $m 1e-8# Set a parameter for the axial loadset P 33557.0; # of axial capacity of columnsset Q 1715.5

11、; # of axial capacity of columns# Create a Plain load pattern with a Linear TimeSeries pattern Plain 1 "Constant" # Create nodal loads at nodes 9# nd FX FY MZload 12 0.0 expr -$P 0.0load 2 0.0 expr -$Q 0.0load 3 0.0 expr -$Q 0.0load 4 0.0 expr -$Q 0.0load 5 0.0 expr -$Q 0.0load 6 0.0 expr

12、-$Q 0.0load 7 0.0 expr -$Q 0.0load 8 0.0 expr -$Q 0.0load 9 0.0 expr -$Q 0.0load 10 0.0 expr -$Q 0.0load 11 0.0 expr -$Q 0.0system SparseGeneral -piv# Create the constraint handlerconstraints Transformation# Create the time integration scheme# Create the DOF numberernumberer RCMtest NormDispIncr 1.0

13、e -8 30 5# Create the solution algorithmalgorithm Newton# create the transient analysisintegrator LoadControl 1# # End of analysis generation# analysis Staticinitializeanalyze 1# End of static analysis# # -建立文件# 第 1 條波 -15set dataDir Dynamic -Output -15; # name of output folderfile mkdir $dataDir;#

14、create output folder# # 定義峰值加速度(g)foreach pga 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 puts format "The PGA is %3.2f g" $pgarecorder Node -file format "$dataDir/zhuanjiao%4.3f.out" $pga -time -node 2 -dof 3 disprecorder Node -file format "$dataDir/new%4.3f.out" $pga

15、 -time -node 12 -dof 1 disprecorder plot format "$dataDir/new%4.3f.out" $pga Node_Disp 650 0 710 390 -columns 1 2recorder Element -file format "$dataDir/Curvature -%4.3f.out" $pga -time -ele 2 section 1 deformation recorder Element -file format "$dataDir/Force -%4.3f.out&quo

16、t; $pga -time -ele 2 section 1 force wipeAnalysissetTime 0.0 set g expr 6.289*9.81*$pgaset tabasFN "Path -filePath 15.txt -dt 0.01 -factor $g"# Define the excitation using the 960 ground motion records# tag dir accel series argspattern UniformExcitation 2 1 -accel $tabasFN# add some mass p

17、roportional damping# define DAMPING# set xDamp 0.05;# 2% damping ratioset lambda eigen 1;# eigenvalue mode 1set omega expr pow($lambda,0.5);+beatKcurr*KCurrentdampingparameter;proportional damping# RAYLEIGH dampingset alphaM 0.;# M-prop. damping; D = alphaM*Mset betaKcurr 0.;# K-proportional damping

18、;set betaKcomm expr 2.*$xDamp/($omega); # K-prop. +betaKcomm*KlastCommittset betaKinit 0.;# initial -stiffness+beatKinit*Kini# define dampingrayleigh $alphaM $betaKcurr $betaKinit $betaKcomm;# Create the convergence testtest EnergyIncr 1.0e-8 30 5# Create the solution algorithmalgorithm Newton# Crea

19、te the system of equation storage and solversystem SparseGeneral -piv# Create the constraint handlerconstraints Transformation# Create the time integration schemeintegrator Newmark 0.5 0.25# Create the DOF numberernumberer RCM# create the transient analysisanalysis VariableTransientrecorder Element

20、-file format "$dataDir/ele1Concrete -%4.3f.out" $pga -time -ele 2 section 1 fiber -2.05 -4.0 1 stressStrainrecorder Element -file format "$dataDir/ele1sec1StressStraingangjin%4.3f.out" $pga -time -ele 2 section 1 fiber -2.05 -4.0 3 stressStrainrecorder plot format "$dataDir/

21、ele1sec1StressStraingangjin%4.3f.out" $pga strain -stress 0 300 700 400 -columns 3 2recorder Element -file format "$dataDir/ele1 -%4.3f.out" $pga -time -ele 1 localForcerecorder Element -file format "$dataDir/ele2 -%4.3f.out" $pga -time -ele 2 localForce# Perform the analysi

22、s# numSteps dtanalyze 4000 0.005 0.0000000001 0.005 30# set PI 3.1415926set lambda eigen 1set omega expr pow($lambda,0.5)set Tperiod expr 2*$PI/$omegaputs "T1: $Tperiod"remove loadPattern 2remove recorders;reset;#注：同文目錄下需要編號為15.txt 的地震記錄文件，時間間隔為0.01s， PGA為0.159g，如下：-0.0124-0.002680.00820.0

23、1980.03080.03770.03780.03090.02010.008850.00074-0.001360.00270.01050.01890.0250.02740.02670.0260.02820.03450.04360.05320.05950.05940.05210.04050.02780.01640.00667-0.00233-0.0117-0.0221-0.0331-0.0444-0.0552-0.0628-0.064-0.0578-0.0464-0.0334-0.0213-0.0109-0.001360.008110.01690.02340.02680.02750.02650.

24、02510.0230.01860.01060.000209-0.00818-0.0109-0.00759-0.0007520.006080.009560.008270.0033-0.00281-0.00686-0.00659-0.002080.004540.01010.01210.01070.008150.007440.009590.01310.01520.01450.01130.007790.006290.007060.006920.00174-0.00993-0.0262-0.0439-0.0605-0.0741-0.0814-0.0803-0.0724-0.061-0.0496-0.03

25、98-0.0313-0.023-0.014-0.0040.006320.01410.01520.00802-0.00407-0.0126-0.01040.003460.0240.04530.06370.0770.08040.06990.04680.0167-0.0125-0.0303-0.029-0.01010.01780.04380.06120.06980.07420.07690.07570.06760.05250.0330.0124-0.00684-0.0214-0.0272-0.0233-0.01250.0005340.01250.02240.03120.03970.04580.0460

26、.03910.02710.01340.00139-0.00477-0.002190.008190.02260.03610.04230.03760.02360.00522-0.0128-0.0283-0.0418-0.0549-0.0678-0.0777-0.0823-0.0818-0.0784-0.0748-0.073-0.0736-0.0756-0.0774-0.0765-0.071-0.0611-0.0485-0.0357-0.0238-0.0131-0.00260.008220.01960.02990.0340.02790.0124-0.00687-0.0218-0.0274-0.024

27、7-0.0182-0.0124-0.00987-0.0116-0.0177-0.027-0.0378-0.0483-0.0582-0.0672-0.0724-0.0688-0.0548-0.0331-0.008490.0150.03620.0560.07590.0970.1190.1370.1450.1410.1280.1130.09830.08750.08170.08140.08580.09230.09850.10.09380.07970.0610.04170.0240.00794-0.00748-0.0235-0.0406-0.0584-0.0764-0.0935-0.106-0.11-0

28、.104-0.0925-0.0788-0.0664-0.0563-0.0482-0.0441-0.0465-0.0553-0.068-0.0814-0.0915-0.0939-0.0873-0.0743-0.059-0.0449-0.0328-0.0219-0.01070.001510.01480.02840.04190.05480.06730.07870.08690.09060.09050.08870.08650.08280.07460.06060.04210.02180.0021-0.0163-0.0335-0.048-0.0566-0.0575-0.0524-0.0447-0.0375-

29、0.032-0.0275-0.0231-0.018-0.0119-0.0056-0.0002070.003160.004460.00510.00770.0140.02360.03480.04470.04910.04520.03440.02080.01050.008220.01390.02340.03020.02970.02210.0110.000109-0.00847-0.0148-0.0192-0.0214-0.0218-0.0209-0.0198-0.0197-0.021-0.0219-0.02-0.0144-0.005970.003350.01040.01160.00573-0.00525-0.017-0.0233-0.0201-0.008540.007240.02280.0360.