平面薄膜单元Word下载.docx

1、# Create nodes for beams and columns# tag X Yset nodeStartID expr （$nH+1）*（$nL+1）+1; set eleStartID expr $nH*$nL+1set j 0;while $j expr $nH+1 if $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 ex

2、pr $nodeStartID+$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 for nonlinear columns and beams# CONCRETE tag fc ec0 fcu ecu# Core concrete （confined） uniaxialMaterial Concrete01 1 -64.7 -0.0024 -13.0 -0.006# Cover concrete （unconf

3、ined） uniaxialMaterial Concrete01 2 -57.0 -0.002 -0.0 -0.005# STEEL# Reinforcing steel set fy 370.0; # Yield stress for #7 barset E 216082.0; # Youngs 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

4、columns# set some paramaters set colWidth 152.4 set colDepth 152.4 set cover 20.0set As 126.7; # area of no. 4 bars# 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

5、 $cover-$cz1 expr $cy1-$cover expr $cz1-$cover # Create the concrete cover fibers （top, bottom, left, right） patch 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 $cz1-$

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

7、cz1 # Define cross-section for nonlinear beams set beamWidth 152.4 set beamDepth 152.4set by1 expr $beamDepth/2.0set bz1 expr $beamWidth/2.0section Fiber 2 patch rect 1 10 1 expr $cover-$by1 expr $cover-$bz1 expr $by1-$cover expr $bz1-$cover patch rect 2 10 1 expr -$by1 expr $bz1-$cover $by1 $bz1 pa

8、tch 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 （2 layers） layer straight 3 3 $As expr $by1-$cover expr

9、$bz1-$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-3 expr $nH if $j expr $nH-1 # define the columns elements element $beamType e

10、xpr $eleStartID+$j*2 expr $nodeStartID+$j*2 expr $nodeStartID+$j*2+2 $np 1 1 -iter $iterNum $iterTol element $beamType expr $eleStartID+$j*2+1 expr $nodeStartID+$j*2+1 expr $nodeStartID+$j*2+3 $np 1 1 -iter $iterNum $iterTol element $beamType expr $eleStartID+$j*2+1 expr $nodeStartID+$j*2+1 expr $no

11、deStartID+$nH*2+$nL $np 1 1 -iter $iterNum $iterTol set j expr $j+1# -# Define beam elments 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

12、 $iterNum $iterTol # element elasticBeamColumn expr $eleStartID+$j*2+$i expr $nodeStartID+$j*2+$i expr $nodeStartID+$j*2+1+$i $bA $bE $bI 2element $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 $ite

13、rNum $iterTol# 4.2# -# Create ModelBuilder for 2D element （with two-dimensions and 2 DOF/node） model basic -ndm 2 -ndf 2# Create nodes & add to Domain - command: node nodeId xCrd yCrd node expr $j*（$nL+1）+$i+1 expr $i*$deltaL expr $j*$deltaH# fix one end as a pin, the other end as a rollerfix 1 1 1f

14、ix 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 1 2# -# Define materials for 2D Reinfo

15、rceConcretePlaneStress 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 $rou2 concreteZ01# ConcreteZ01 tag fc ec0

16、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 FAReinforcedConcretePlaneStress 15 0.0 11 12 13 14 expr 0.0*$pi expr 0.5

17、*$pi $rou1 $rou2 $wfc $wfy $wE 0.002# Define 2D ReinforceConcretePlaneStress element $nH $nL # Create quad elements - command: # element quad eleID node1 node2 node3 node4 thick type 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 （$j+1）*（$

18、nL+1）+$i+1 $t PlaneStress 15#4.3# -# Define horizontal loadsset N 89000.0;# Create a Plain load pattern with a linear TimeSeriespattern Plain 1 Linear # Create the nodal load - command: load nodeID xForce yForce load 13 0 expr -$N load 16 0 expr -$N #4.4# End of model generation# Start of analysis g

19、eneration# 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 NormDispIncr 1.0e-4 10 1# Create the solution algorithm algorithm KrylovNewton

20、# Create the integration scheme, the DisplacementControl scheme integrator LoadControl 0.1# Create the analysis object 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

21、Node -file N_FSW13.out -time -node 15 -dof 1 2 3 disp# perform the analysis analyze 10# Print out the state of nodes, 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 lat