钢筋混凝土非线性分析第一次大作业.docx

Harbin Institute of Technology钢筋混凝土结构非线性分析课程作业院 系： 姓 名： 学 号: 时 间： 哈尔滨工业大学基于Opensees钢混柱结构滞回曲线比较分析一、 试验资料 本实验结构如下图所示，柱净高，截面尺寸为，采用混凝土材料，受力纵筋采用，箍筋采用。柱子采用根直径为的级钢筋，柱身箍筋采用直径的级钢筋，箍筋间距为。混凝土保护层厚度为。竖向施加荷载，轴压比为。混凝土强度：钢筋力学性能：试验测得的滞回曲线：二、 Opensees建模过程1、 主程序wipe;source Units.tcl; source GeometricParameters.tcl; source Material.tcl; source FiberSection.tcl; source Elements.tcl; source RecorderRC.tcl; source PointGravityLoad.tcl; source Ex4.Portal2D.analyze.Static.Cycle.tcl; 2、 定义量纲 set NT 1.0; set mm 1.0; set sec 1.0; set kN expr 1000.0*$NT; set MPa expr 1.0*$NT/pow($mm,2);set m expr 1000.0*$mm; set mm2 expr $mm*$mm; set mm4 expr $mm*$mm*$mm*$mm; set cm expr 10.0*$mm;set PI expr 2*asin(1.0); set Ubig 1.e10; set Usmall expr 1/$Ubig; puts | Units defined completely |3、 定义节点model BasicBuilder -ndm 2 -ndf 3;node 1 0 0; # node#, X, Ynode 2 0 $Lb;fix 1 1 1 1; fix 2 0 0 0; # node DX DY RZputs | Geometric Parameters and Nodal coordinates defined completely | 4、 定义几何参数set B expr 250.*$mm; set H expr 250.*$mm; set Ab expr $B*$H; set Izb expr 1./12.*$B*pow($H,3); set Lb expr 875.*$mm; set Cover expr 25.*$mm; set Bcore expr ($B-2*$Cover); set Hcore expr ($H-2*$Cover); set Acor expr $Bcore*$Hcore; set NmBar_12 4; set Dlbar_12 expr 12*$mm; set Albar_12 expr $PI*pow($Dlbar_12,2)/4.0; set CAlbar_12 expr $NmBar_12*$Albar_12; set CAlbar expr $CAlbar_12; set Fy_12 expr 380.2*$MPa; set Es_12 expr 200000.*$MPa; set Dhbar expr 6.*$mm; set Ash expr $PI*pow($Dhbar,2)/4.0; set Fyh expr 588.3*$MPa; set Esh expr 210000*$MPa; set xyt expr $Fyh/$Esh; set LDhb expr 2*($Bcore-$Dhbar)+2*($Hcore-$Dhbar); set SV expr 50*$mm; set SVc expr $SV-$Dhbar; puts | Section geometry completely defined |5、 定义材料本构关系set IDsteel_12 1; set IDcoverC 3; set IDcoreC 4; set fc expr 45.4*$MPa; set x0 0.002; set ft expr $fc/10.; set Et expr $ft/0.002; set fc0 -$fc; set xc0 -$x0;set fcu0 expr 0.2*$fc0; set xcu0 -0.006; set lambda 0.10;uniaxialMaterial Concrete01 $IDcoverC $fc0 $xc0 $fcu0 $xcu0; set ps expr $CAlbar/$Ab; set pcc expr $CAlbar/$Acor; set pst expr $Ash*$LDhb*1.5/($Acor*$SV); set lmda expr $pst*$Fyh/$fc; set fcc expr $fc0*(1+0.5*$lmda); set xcc expr $xc0*(1+2.5*$lmda);set fcu expr 0.35*$fcc;set xcu expr 20*$xcc;uniaxialMaterial Concrete01 $IDcoreC $fcc $xcc $fcu $xcu;set R0 18.5; set cR1 0.925;set cR2 0.15;set haRatio 0.0037;uniaxialMaterial Steel02 $IDsteel_12 $Fy_12 $Es_12 $haRatio $R0 $cR1 $cR2;puts | Material parameters defined completely |6、 定义纤维截面set RCSecTag 1;set b1 20;set b2 1;set h1 20;set h2 1;set hs1 expr $Hcore/2-$Dhbar-$Dlbar_12/2;set bs1 expr $Bcore/2-$Dhbar-$Dlbar_12/2;set coverY expr $H/2;set coverZ expr $B/2;set coreY expr $Hcore/2;set coreZ expr $Bcore/2;section Fiber $RCSecTag ; patch quad $IDcoreC $b1 $h1 -$coreY $coreZ -$coreY -$coreZ $coreY -$coreZ $coreY $coreZ; patch quad $IDcoverC $b1 $h2 -$coverY $coverZ -$coverY -$coverZ -$coreY -$coverZ -$coreY $coverZ; patch quad $IDcoverC $b1 $h2 $coreY $coverZ $coreY -$coverZ $coverY -$coverZ $coverY $coverZ; patch quad $IDcoverC $b2 $h1 -$coreY $coverZ -$coreY $coreZ $coreY $coreZ $coreY $coverZ; patch quad $IDcoverC $b2 $h1 -$coreY -$coreZ -$coreY -$coverZ $coreY -$coverZ $coreY -$coreZ; layer straight $IDsteel_12 3 $Albar_12 $hs1 $bs1 $hs1 -$bs1; layer straight $IDsteel_12 3 $Albar_12 -$hs1 $bs1 -$hs1 -$bs1; ; puts | Fiber sections defined completely |7、 定义单元set IDColTransf 1; set IDBeamTransf 2; geomTransf PDelta $IDColTransf; geomTransf Linear $IDBeamTransf; set nP 4; element nonlinearBeamColumn 1 1 2 $nP $RCSecTag $IDColTransf; puts | Elements defined compoletely |8、 定义输出set dataDir1 EleNode; file mkdir $dataDir1; for set NodeI 1 $NodeI=2 incr NodeI 1 ;recorder Node -file $dataDir1/Node$NodeI.txt -time -node $NodeI -dof 1 2 3 disp; ;recorder Node -file $dataDir1/RBase1.txt -time -node 1 -dof 1 2 3 reaction;puts | Recorder defined completely |9、 定义荷载set IDctrlNode 2;set FN expr -760*$kN;pattern Plain 1 Linear load $IDctrlNode 0 $FN 0;set Tol 1.0e-15; # convergence tolerance for testconstraints Plain; # how it handles boundary conditions numberer Plain; test system BandGeneral; # how to store and solve the test NormDispIncr $Tol 6 0; algorithm Newton; set NstepGravity 10; # apply gravity in 10 stepsset DGravity expr 1./$NstepGravity; # first load increment;integrator LoadControl $DGravity; analysis Static; initialize;analyze $NstepGravity; # - maintain constant gravity loads and reset time to zero-loadConst -time 0.0puts | Model built completed |10、 位移控制分析variable constraintsTypeStatic Plain;# default;if info exists RigidDiaphragm = 1 if $RigidDiaphragm=ON variable constraintsTypeStatic Lagrange;# for large model, try Transformation;# if rigid diaphragm is on;# if rigid diaphragm existsconstraints $constraintsTypeStaticset numbererTypeStatic RCMnumberer $numbererTypeStatic set systemTypeStatic BandGeneral;# try UmfPack for large modelsystem $systemTypeStatic variable TolStatic 1.e-8; # Convergence Test: tolerancevariable maxNumIterStatic 6; # Convergence Test: maximum number of iterations that will be performed before failure to converge is returnedvariable printFlagStatic 0; # Convergence Test: flag used to print information on convergence (optional) # 1: print information on each step; variable testTypeStatic EnergyIncr ;# Convergence-test typetest $testTypeStatic $TolStatic $maxNumIterStatic $printFlagStatic;# for improved-convergence procedure:variable maxNumIterConvergeStatic 2000;variable printFlagConvergeStatic 0;variable algorithmTypeStatic Newtonalgorithm $algorithmTypeStatic; integrator DisplacementControl $IDctrlNode $IDctrlDOF $Dincrset analysisTypeStatic Staticanalysis $analysisTypeStaticset IDctrlNode 2;# node where displacement is read for displacement controlset IDctrlDOF 1;# degree of freedom of displacement read for displacement contro# characteristics of cyclic analysisset iDmax 2 3 10 15 20 22 30 35;# vector of displacement-cycle peaks, in terms of storey drift ratioset Dincr expr 0.05;# displacement increment for pushover. you want this to be very small, but not too small to slow down the analysisset Fact 1;# scale drift ratio by storey height for displacement cyclesset CycleType Full;# you can do Full / Push / Half cycles with the procset Ncycles 2;# specify the number of cycles at each peak# create load pattern for lateral pushover loadset Hload expr $FN;# define the lateral load as a proportion of the weight so that the pseudo time equals the lateral-load coefficient when using linear load patternset iPushNode 2;# define nodes where lateral load is applied in static lateral analysispattern Plain 200 Linear ;# define load pattern - generalizedforeach PushNode $iPushNode load $PushNode $Hload 0.0 0.0# - set up analysis parameterssource LibAnalysisStaticParameters.tcl;# constraintsHandler,DOFnumberer,system-ofequations,convergenceTest,solutionAlgorithm,integrator# - perform Static Cyclic Displacements Analysissource LibGeneratePeaks.tclset fmt1 %s Cyclic analysis: CtrlNode %.3i, dof %.1i, Disp=%.4f %s;# format for screen/file output of DONE/PROBLEM analysisforeach Dmax $iDmax set iDstep GeneratePeaks $Dmax $Dincr $CycleType $Fact;# this proc is defined abovefor set i 1 $i = $Ncycles incr i 1 set zeroD 0set D0 0.0foreach Dstep $iDstep set D1 $Dstepset Dincr expr $D1 - $D0integrator DisplacementControl $IDctrlNode $IDctrlDOF $Dincranalysis Static# -first analyze command-set ok analyze 1# -if convergence failure-if $ok != 0 # if analysis fails, we try some other stuff# performance is slower inside this loopglobal maxNumIterStatic; # max no. of iterations performed before failure to converge is retdif $ok != 0 puts Trying Newton with Initial Tangent .test NormDispIncr $Tol 2000 0algorithm Newton -initialset ok analyze 1test $testTypeStatic $TolStatic $maxNumIterStatic 0algorithm $algorithmTypeStaticif $ok != 0 puts Trying Broyden .a