HELLO
I MODLED A 8 STOREY-5 BAYS RC-FRAME WITH SHEAR WALL AND USED
nonlinearBeamColumn ELEMENT FOR MODELING OF WALL AND elasticBeamColumn
ELEMENT FOR CONNECTING BETWEEN WALL AND FRAME.
1) AXIAL LOAD OF WALL MUST BE ZERO BECAUSE WALL IS IN MIDDLE OF STRUCTURE!!
BUT IN MY FILE AXIAL LOAD OF WALL IS BIG. (I MODELD THIS FRAM IN SAP2000. IN
SAP2000 AXIAL LOAD OF WALL IS ZERO.)
2) I DESIGNED WALL FOR Mu=23000KN/m2 BUT IN MY STRUCURE AFTER ANALYSIS BY
OPNSEES, MOMNT OF WALL IS LARGE!!!!
THANKS
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#UNIT : KN-m-Second
wipe
model basic -ndm 2 -ndf 3;
######################## LOADING FILES ###########################
source RCsectionBeam.tcl
source RCsectionCol.tcl
source RCsectionWall.tcl
#MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM
#MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM
set nos 8
set hos 3.5 ;# HEIGHT OF STOREY: 3.5 m
# LENGTH OF BAY : 8m
####################### NODES COORDINATE ########################
############### BASE
set y 0
node 1 0 $y
node 2 8 $y
node 4 20 $y
node 6 32 $y
node 7 40 $y
############### ST1
set y [expr 1*$hos]
node 11 0 $y
node 12 8 $y
node 13 16 $y
node 14 20 $y
node 15 24 $y
node 16 32 $y
node 17 40 $y
############### ST2
set y [expr 2*$hos]
node 21 0 $y
node 22 8 $y
node 23 16 $y
node 24 20 $y
node 25 24 $y
node 26 32 $y
node 27 40 $y
############### ST3
set y [expr 3*$hos]
node 31 0 $y
node 32 8 $y
node 33 16 $y
node 34 20 $y
node 35 24 $y
node 36 32 $y
node 37 40 $y
############### ST4
set y [expr 4*$hos]
node 41 0 $y
node 42 8 $y
node 43 16 $y
node 44 20 $y
node 45 24 $y
node 46 32 $y
node 47 40 $y
############### ST5
set y [expr 5*$hos]
node 51 0 $y
node 52 8 $y
node 53 16 $y
node 54 20 $y
node 55 24 $y
node 56 32 $y
node 57 40 $y
############### ST6
set y [expr 6*$hos]
node 61 0 $y
node 62 8 $y
node 63 16 $y
node 64 20 $y
node 65 24 $y
node 66 32 $y
node 67 40 $y
############### ST7
set y [expr 7*$hos]
node 71 0 $y
node 72 8 $y
node 73 16 $y
node 74 20 $y
node 75 24 $y
node 76 32 $y
node 77 40 $y
############### ST8
set y [expr 8*$hos]
node 81 0 $y
node 82 8 $y
node 83 16 $y
node 84 20 $y
node 85 24 $y
node 86 32 $y
node 87 40 $y
###################### NODES CONSTRAINT ########################
fixY 0 1 1 1
##################### MASS #####################################
set mt 165
for {set i 10} {$i < 90} {incr i 10} {
mass [expr 1+$i] 21 0 0
mass [expr 7+$i] 21 0 0
mass [expr 2+$i] 41 0 0
mass [expr 4+$i] 41 0 0
mass [expr 6+$i] 41 0 0
}
###################### MATERIAL PROPERTIES ######################
set Es 200000000.0; #E OF STEEL
set fc 40000.0 ;
set Ec [expr 5000000*pow($fc/1000,.5)]; #E OF CON
set fy 400000.0; #YIELD STRESS OF STEEL
set Gc [expr $Ec/2.4];
uniaxialMaterial Concrete02 1 -42999.3 -0.0035 -35190 -0.0082 0.1 4299.93 3000000
uniaxialMaterial Concrete02 2 -39997.19 -0.0025 -2034.23 -0.005 0.1 3999.719 3000000
uniaxialMaterial Concrete02 3 -43819.7 -0.0037 -37499.3 -0.0082 0.1 4381.97 3000000
uniaxialMaterial Concrete02 4 -39997.19 -0.0025 -2034.23 -0.005 0.1 3999.719 3000000
uniaxialMaterial Concrete02 5 -43819.7 -0.0037 -32135.2 -0.0079 0.1 4381.97 3000000
uniaxialMaterial Concrete02 6 -39997.19 -0.0025 -2034.23 -0.005 0.1 3999.719 3000000
uniaxialMaterial Concrete02 7 -43819.7 -0.0037 -30184.2 -0.0091 0.1 4381.97 3000000
uniaxialMaterial Concrete02 8 -39997.19 -0.0025 -2034.23 -0.005 0.1 3999.719 3000000
uniaxialMaterial Concrete02 9 -43819.7 -0.0037 -30944.3 -0.0087 0.1 4381.97 3000000
uniaxialMaterial Concrete02 10 -39997.19 -0.0025 -2034.23 -0.005 0.1 3999.719 3000000
uniaxialMaterial Concrete02 11 -43819.7 -0.0037 -28821.2 -0.0109 0.1 4381.97 3000000
uniaxialMaterial Concrete02 12 -39997.19 -0.0025 -2034.23 -0.005 0.1 3999.719 3000000
uniaxialMaterial Concrete02 13 -40127.7 -0.0020 -38652.8 -0.0034 0.1 4012.77 3000000
uniaxialMaterial Concrete02 14 -39997.19 -0.0020 -38652.8 -0.0034 0.1 3999.719 3000000
uniaxialMaterial Steel01 15 $fy $Es 0.05
set sid 15
###################### SECTIONS ################################
###BEAMS
## id h b cover coreID coverID steelID numBarsT numBarsB barArea nfCoreY nfCoreZ nfCoverY
##BEAMS
RCsectionBeam 1 .70 .35 0.05 1 2 $sid 4 4 .000284 12 5 14
RCsectionBeam 2 .70 .30 0.05 3 4 $sid 4 4 .000129 12 6 14
##COLS
RCsectionBeam 3 .65 .65 0.05 5 6 $sid 6 6 .000284 11 11 13
RCsectionBeam 4 .65 .65 0.05 7 8 $sid 4 4 .000199 11 11 13
RCsectionBeam 5 .60 .60 0.05 9 10 $sid 6 6 .000199 10 10 12
RCsectionBeam 6 .45 .45 0.05 11 12 $sid 4 4 .000199 8 8 10
##WALL
RCsectionWall 7 8. .3 0.05 13 14 $sid 24 24 .000314 80 4 81
geomTransf Linear 1
geomTransf Linear 2
set np 5
set iter 2000
set tol .1 ;# -iter 2000 1.0e-1 -iter $iter $tol
###################### ELEMENTS ################################
###BEAMS of FLOORS
set secTag 1
for {set i 1} {$i < 8} {incr i 1} {
element nonlinearBeamColumn [expr 1+10*$i] [expr 1+10*$i] [expr 2+10*$i] $np $secTag 1 -iter 2000 1.0e-1
element nonlinearBeamColumn [expr 2+10*$i] [expr 2+10*$i] [expr 3+10*$i] $np $secTag 1 -iter 2000 1.0e-1
element nonlinearBeamColumn [expr 3+10*$i] [expr 5+10*$i] [expr 6+10*$i] $np $secTag 1 -iter 2000 1.0e-1
element nonlinearBeamColumn [expr 4+10*$i] [expr 6+10*$i] [expr 7+10*$i] $np $secTag 1 -iter 2000 1.0e-1
}
###BEAMS of ROOF
set secTag 2
set i 8
element nonlinearBeamColumn [expr 1+10*$i] [expr 1+10*$i] [expr 2+10*$i] $np $secTag 1 -iter 2000 1.0e-1
element nonlinearBeamColumn [expr 2+10*$i] [expr 2+10*$i] [expr 3+10*$i] $np $secTag 1 -iter 2000 1.0e-1
element nonlinearBeamColumn [expr 3+10*$i] [expr 5+10*$i] [expr 6+10*$i] $np $secTag 1 -iter 2000 1.0e-1
element nonlinearBeamColumn [expr 4+10*$i] [expr 6+10*$i] [expr 7+10*$i] $np $secTag 1 -iter 2000 1.0e-1
###COLS OF ST. 1
set secTag 4
set i 1
element nonlinearBeamColumn [expr 5+10*$i] [expr 1+10*($i-1)] [expr 1+10*$i] $np $secTag 2 -iter 2000 1.0e-1
element nonlinearBeamColumn [expr 8+10*$i] [expr 7+10*($i-1)] [expr 7+10*$i] $np $secTag 2 -iter 2000 1.0e-1
set secTag 3
element nonlinearBeamColumn [expr 6+10*$i] [expr 2+10*($i-1)] [expr 2+10*$i] $np $secTag 2 -iter 2000 1.0e-1
element nonlinearBeamColumn [expr 7+10*$i] [expr 6+10*($i-1)] [expr 6+10*$i] $np $secTag 2 -iter 2000 1.0e-1
###COLS OF ST. 2 TO 8
for {set i 2} {$i < 9} {incr i 1} {
set secTag 6
element nonlinearBeamColumn [expr 5+10*$i] [expr 1+10*($i-1)] [expr 1+10*$i] $np $secTag 2 -iter 2000 1.0e-1
element nonlinearBeamColumn [expr 8+10*$i] [expr 7+10*($i-1)] [expr 7+10*$i] $np $secTag 2 -iter 2000 1.0e-1
set secTag 5
element nonlinearBeamColumn [expr 6+10*$i] [expr 2+10*($i-1)] [expr 2+10*$i] $np $secTag 2 -iter 2000 1.0e-1
element nonlinearBeamColumn [expr 7+10*$i] [expr 6+10*($i-1)] [expr 6+10*$i] $np $secTag 2 -iter 2000 1.0e-1
}
###WALLS
set secTag 7
set i 1
element nonlinearBeamColumn [expr 9+10*$i] [expr 4+10*($i-1)] [expr 4+10*$i] $np $secTag 2 -iter 2000 1.0e-1
set A [expr .30*8*.4]
set Iz .83
for {set i 2} {$i < 9} {incr i 1} {
element elasticBeamColumn [expr 9+10*$i] [expr 4+10*($i-1)] [expr 4+10*$i] $A $Ec $Iz 2
}
##LINKS
set A [expr .30*8]
set Iz [expr 10]
########### RGID LINKS BETWEEN WALL AND FRAME
for {set i 1} {$i < 9} {incr i 1} {
element elasticBeamColumn [expr 10+100*$i] [expr 4+10*$i] [expr 3+10*$i] $A $Es $Iz 1
element elasticBeamColumn [expr 11+100*$i] [expr 4+10*$i] [expr 5+10*$i] $A $Es $Iz 1
}
####################### PERIODS #####################################
set nEigenI 1;
set nEigenJ 2;
set lambdaN [eigen [expr $nEigenJ]];
set w1 [lindex $lambdaN 0];
set w2 [lindex $lambdaN 1];
set w1 [expr pow($w1,0.5)];
set w2 [expr pow($w2,0.5)];
set pi 3.1415
puts "--------------- "
puts T1(Sec)=
set T1 [expr 2*$pi/ $w1 ]
puts $T1
puts "--------------- "
puts T2(Sec)=
puts [expr 2*$pi/ $w2 ]
puts "--------------- "
################### S ############################
set InputFile Eq3.txt
set noe 3
set dataDir "RES. OF Eq3"
recorder Element -file WALL-19.out -time -ele 19 force
set xDamp1 0.02;
set xDamp2 0.05; # damping ratio
set nEigenI 1; # mode 1
set nEigenJ 3; # mode 3
set lambdaN [eigen [expr $nEigenJ]]; # eigenvalue analysis for nEigenJ modes
set lambdaI [lindex $lambdaN [expr $nEigenI-1]]; # eigenvalue mode i
set lambdaJ [lindex $lambdaN [expr $nEigenJ-1]]; # eigenvalue mode j
set omegaI [expr pow($lambdaI,0.5)];
set omegaJ [expr pow($lambdaJ,0.5)];
set alphaM [expr 2 * $omegaI *$omegaJ * ($omegaI * $xDamp1 - $omegaJ * $xDamp2)/($lambdaI - $lambdaJ)]; # M-prop. damping; D = alphaM*M
set betaKcurr [expr 2 * ($omegaI * $xDamp1 - $omegaJ * $xDamp2)/($lambdaI - $lambdaJ)];
loadConst -time 0.0
set g 9.81
set dt .02
set nr 2000
set accelSeries "Path -filePath $InputFile -dt $dt -factor $g"
pattern UniformExcitation 2 1 -accel $accelSeries
system BandGeneral
constraints Plain
test NormDispIncr 1.0e-3 10 1
algorithm Newton -initial
numberer RCM
integrator Newmark 0.5 .25 $alphaM $betaKcurr 0 0
analysis Transient
set ok [analyze $nr $dt]
if {$ok != 0} {
set tFinal [expr $nr * $dt]
set tCurrent [getTime]
set ok 0
while {$ok == 0 && $tCurrent < $tFinal} {
set ok [analyze 1 $dt]
if {$ok != 0} {
puts "regular newton failed .. lets try an initail stiffness for this step"
test NormDispIncr 1.0e-2 100 1
algorithm ModifiedNewton
set ok [analyze 1 $dt]
if {$ok == 0} {puts "that worked .. back to regular newton"}
test NormDispIncr 1.0e-3 10 1
algorithm Newton -initial
}
set tCurrent [getTime]
}
}
if {$ok == 0} {
puts "=====================================================================================";
puts "=====================================================================================";
puts " Transient analysis completed succesfully";
puts "=====================================================================================";
puts "=====================================================================================";
} else {
puts "Transient analysis completed failed";
}
axial load of wall
Moderators: silvia, selimgunay, Moderators