平面薄膜單元

1、# N_FSW13.tcl# # Apply axial load first# -# Units: N, mm, sec, MPa# -# -# Start of model generation# -#4.1# -# Create ModelBuilder for beams and columns (with two-dimensions and 3 DOF/node)# - model basic -ndm 2 -ndf 3# -# Create nodes needed for beams and columns (3dof)# -# set dimension of the wal

2、l and meshset L 1068;set H 1068;set deltaL 356;set deltaH 356;set nL expr $L/$deltaL;set nH expr $H/$deltaH;set t 76.2;set beamType nonlinearBeamColumn# Create nodes for beams and columns# tag X Yset nodeStartID expr ($nH+1)*($nL+1)+1; set eleStartID expr $nH*$nL+1 set j 0;while $j < expr $nH+1 i

3、f $j < expr $nH node expr $nodeStartID+$j*2 0.0 expr $deltaH*$j node expr $nodeStartID+$j*2+1 expr $L expr $deltaH*$j else set i 0; while $i < expr $nL+1 node expr $nodeStartID+$j*2+$i expr $i*$deltaL expr $H set i expr $i+1 set j expr $j+1 node 27 356 0.0 node 28 712 0.0# -# Define materials

4、for nonlinear columns and beams# -# CONCRETE tag f'c ec0 f'cu ecu# Core concrete (confined) uniaxialMaterial Concrete01 1 -64.7 -0.0024 -13.0 -0.006# Cover concrete (unconfined) uniaxialMaterial Concrete01 2 -57.0 -0.002 -0.0 -0.005# STEEL# Reinforcing steel set fy 370.0; # Yield stress for

5、#7 barset E 216082.0; # Young's modulus# tag fy E0 b uniaxialMaterial Steel01 3 $fy $E 0.023 # uniaxialMaterial SteelZ01 3 $fy $E 49.75 0.033# -# Define cross-section for nonlinear columns# -# set some paramaters set colWidth 152.4 set colDepth 152.4 set cover 20.0set As 126.7; # area of no. 4 b

6、ars# some variables derived from the parametersset cy1 expr $colDepth/2.0set cz1 expr $colWidth/2.0section Fiber 1 # Create the concrete core fibers patch rect 1 10 1 expr $cover-$cy1 expr $cover-$cz1 expr $cy1-$cover expr $cz1-$cover # Create the concrete cover fibers (top, bottom, left, right) pat

7、ch rect 2 10 1 expr -$cy1 expr $cz1-$cover $cy1 $cz1 patch rect 2 10 1 expr -$cy1 expr -$cz1 $cy1 expr $cover-$cz1 patch rect 2 2 1 expr -$cy1 expr $cover-$cz1 expr $cover-$cy1 expr $cz1-$cover patch rect 2 2 1 expr $cy1-$cover expr $cover-$cz1 $cy1 expr $cz1-$cover # Create the reinforcing fibers (

8、4 layers) layer straight 3 3 $As expr $cy1-$cover expr $cz1-$cover expr $cy1-$cover expr $cover-$cz1 layer straight 3 3 $As expr $cover-$cy1 expr $cz1-$cover expr $cover-$cy1 expr $cover-$cz1 # -# Define cross-section for nonlinear beams# -# set some paramaters set beamWidth 152.4 set beamDepth 152.

9、4# some variables derived from the parametersset by1 expr $beamDepth/2.0set bz1 expr $beamWidth/2.0section Fiber 2 # Create the concrete core fibers patch rect 1 10 1 expr $cover-$by1 expr $cover-$bz1 expr $by1-$cover expr $bz1-$cover # Create the concrete cover fibers (top, bottom, left, right) pat

10、ch rect 2 10 1 expr -$by1 expr $bz1-$cover $by1 $bz1 patch rect 2 10 1 expr -$by1 expr -$bz1 $by1 expr $cover-$bz1 patch rect 2 2 1 expr -$by1 expr $cover-$bz1 expr $cover-$by1 expr $bz1-$cover patch rect 2 2 1 expr $by1-$cover expr $cover-$bz1 $by1 expr $bz1-$cover # Create the reinforcing fibers (

11、2 layers) layer straight 3 3 $As expr $by1-$cover expr $bz1-$cover expr $by1-$cover expr $cover-$bz1 layer straight 3 3 $As expr $cover-$by1 expr $bz1-$cover expr $cover-$by1 expr $cover-$bz1 # -# Define column elements# - geomTransf Linear 1 set np 3 set iterNum 10 set iterTol 1e-3set j 0; while $j

12、 < expr $nH if $j < expr $nH-1 # define the columns elements element $beamType expr $eleStartID+$j*2 expr $nodeStartID+$j*2 expr $nodeStartID+$j*2+2 $np 1 1 -iter $iterNum $iterTolelement $beamType expr $eleStartID+$j*2+1 expr $nodeStartID+$j*2+1 expr $nodeStartID+$j*2+3 $np 1 1 -iter $iterNum

13、 $iterTol else element $beamType expr $eleStartID+$j*2 expr $nodeStartID+$j*2 expr $nodeStartID+$j*2+2 $np 1 1 -iter $iterNum $iterTolelement $beamType expr $eleStartID+$j*2+1 expr $nodeStartID+$j*2+1 expr $nodeStartID+$nH*2+$nL $np 1 1 -iter $iterNum $iterTol set j expr $j+1# -# Define beam elments

14、# - geomTransf Linear 2 set j expr $nH;set bA 48000;set bE 2e15;set bI 1e10; set i 0;while $i < expr $nL element $beamType expr $eleStartID+$j*2+$i expr $nodeStartID+$j*2+$i expr $nodeStartID+$j*2+1+$i $np 2 2 -iter $iterNum $iterTol # element elasticBeamColumn expr $eleStartID+$j*2+$i expr $node

15、StartID+$j*2+$i expr $nodeStartID+$j*2+1+$i $bA $bE $bI 2 set i expr $i+1 element $beamType 19 17 27 $np 2 2 -iter $iterNum $iterTolelement $beamType 20 27 28 $np 2 2 -iter $iterNum $iterTolelement $beamType 21 28 18 $np 2 2 -iter $iterNum $iterTol# 4.2# -# Create ModelBuilder for 2D element (with t

16、wo-dimensions and 2 DOF/node)# - model basic -ndm 2 -ndf 2# Create nodes & add to Domain - command: node nodeId xCrd yCrdset j 0;while $j < expr $nH+1 set i 0; while $i < expr $nL+1 node expr $j*($nL+1)+$i+1 expr $i*$deltaL expr $j*$deltaHset i expr $i+1 set j expr $j+1# fix one end as a p

17、in, the other end as a rollerfix 1 1 1fix 4 0 1# tie nodes between beam, column and 2D elementsequalDOF 1 17 1 2equalDOF 4 18 1 2equalDOF 5 19 1 2equalDOF 8 20 1 2equalDOF 9 21 1 2equalDOF 12 22 1 2equalDOF 13 23 1 2equalDOF 14 24 1 2equalDOF 15 25 1 2equalDOF 16 26 1 2equalDOF 2 27 1 2equalDOF 3 28

18、 1 2 # -# Define materials for 2D ReinforceConcretePlaneStress element# -# set fc fy Eset wfc 57.0;set wfy 419.2;set wE 187544.0;set rou1 0.0023;set rou2 0.0023;# UniaxialMaterial: steelZ01# tag fy E0 fpc rou uniaxialMaterial SteelZ01 11 $wfy $wE $wfc $rou1 uniaxialMaterial SteelZ01 12 $wfy $wE $wfc

19、 $rou2# UniaxialMaterial: concreteZ01# ConcreteZ01 tag f'c ec0 uniaxialMaterial ConcreteZ01 13 expr -$wfc -0.0025 uniaxialMaterial ConcreteZ01 14 expr -$wfc -0.0025 set pi 3.141592654# NDMaterial: ReinforceConcretePlaneStress# tag rho s1 s2 c1 c2 angle1 angle2 rou1 rou2 fpc fy E0nDMaterial FARei

20、nforcedConcretePlaneStress 15 0.0 11 12 13 14 expr 0.0*$pi expr 0.5*$pi $rou1 $rou2 $wfc $wfy $wE 0.002# -# Define 2D ReinforceConcretePlaneStress element# -set j 0;while $j < $nH set i 0; while $i < $nL # Create quad elements - command: # element quad eleID node1 node2 node3 node4 thick type

21、matID element quad expr $j*$nL+$i+1 expr $j*($nL+1)+$i+1 expr $j*($nL+1)+$i+2 expr ($j+1)*($nL+1)+$i+2 expr ($j+1)*($nL+1)+$i+1 $t PlaneStress 15 set i expr $i+1 set j expr $j+1#4.3# -# Define horizontal loads# -set N 89000.0; # Create a Plain load pattern with a linear TimeSeriespattern Plain 1 &qu

22、ot;Linear" # Create the nodal load - command: load nodeID xForce yForce load 13 0 expr -$N load 16 0 expr -$N #4.4# -# End of model generation# -# -# Start of analysis generation# -# Create the system of equation, a sparse solver with partial pivoting system BandGeneral# Create the constraint h

23、andler constraints Plain# Create the DOF numberer numberer Plain# Create the convergence test test NormDispIncr 1.0e-4 10 1# Create the solution algorithm algorithm KrylovNewton# Create the integration scheme, the DisplacementControl scheme integrator LoadControl 0.1# Create the analysis object anal

24、ysis Static# initialize in case we need to do an initial stiffness iteration# initialize# -# End of analysis generation# -# Create a recorder to monitor nodal displacements# recorder Node -file N_FSW13.out -time -node 15 -dof 1 2 3 disp# perform the analysis analyze 10# Print out the state of nodes,

25、 if wanted# print node 13 14 15 16 26 27 28 18# Print out the state of elements, if wanted# print ele 4 # 4.5# Set the gravity loads to be constant & reset the time in the domainloadConst -time 0.0# -# End of Model Generation & Initial Gravity Analysis# -# -# Start of additional modeling for

26、 lateral loads# -# -# Define horizontal reference load# -set P 1000.0;# Create a Plain load pattern with a linear TimeSeriespattern Plain 2 "Linear" # Create the nodal load - command: load nodeID xForce yForce load 13 expr $P/2 0 load 16 expr $P/2 0 load 4 expr -$P/2 0 # -# End of model ge

27、neration# -# -# Start of analysis generation# -# Create the system of equation, a sparse solver with partial pivoting system BandGeneral# Create the constraint handler constraints Plain# Create the DOF numberer numberer Plain# Create the convergence test# test NormDispIncrVaryIter 0.01 14 5 numStep

28、100 400 300 400 600 800 1200 1600 2050 2500 2960 3470 1000 10 numIter 100 0 0 0 0 100 0 0 0 0 0 0 0 0 test NormDispIncr 1.0e-10 10 0# Create the solution algorithm algorithm KrylovNewton# Create the integration scheme, the DisplacementControl scheme# integrator DisplacementPath 13 1 14 numStep 100 4

29、00 300 400 600 800 1200 1600 2050 2500 2960 3470 1000 10 increment 0.01 -0.005 0.01 -0.01 0.01 -0.01 0.01 -0.01 0.01 -0.01 0.01 -0.01 0.01 -0.01 integrator DisplacementControl 13 1 0.01 analysis Static# initialize in case we need to do an initial stiffness iteration initialize# -# End of analysis generation# -# Create a recorder to monitor nodal displacements recorder Node -file P_FSW13_n13.out -time -node 13 -dof 1 disp recorder Node -file a.out -time -node 13 -dof 1 disp# MODIFICATION TO MEET WHAT WAS ORIGINALLY IN THE .TCL FILE IN BOOK# test NormDis