#story elevations
wipe
#cls
#units ft kips
#modeling#################################################################################################################
model Basic -ndm 2 -ndf 3
set abhi [expr 1*32.174]
set ht 14;
set str 4;
set h {};
for {set i 0} {$i<[expr $str+1]} {incr i} {
lappend h [expr $i*$ht]
}
puts $h
#nodal points
#set k 1
set l 25
set ll 4
for {set i 0} {$i<$str} {incr i} {
node ${i}01 0.0                   [lindex $h $i] 
node ${i}02 $l                    [lindex $h $i] 
node ${i}03 [expr $l*1.2]         [lindex $h $i] 
node ${i}04 0.0                   [lindex $h [expr $i+1]] 
node ${i}05 $l                    [lindex $h [expr $i+1]] 
node ${i}06 [expr $l*1.2]         [lindex $h [expr $i+1]] 
node ${i}11 [expr ($l-$ll)/2.0]   [lindex $h [expr $i+1]] 
node ${i}21 [expr ($l+$ll)/2.0]   [lindex $h [expr $i+1]] 
}
#roof extra nodes
node ${str}01 0.0                   [lindex $h [expr $str]] 
node ${str}02 $l                    [lindex $h [expr $str]] 
node ${str}03 [expr $l*1.2]         [lindex $h [expr $str]] 
puts nodesdone

#Constraints##################################################################################################################
fix 1 1 1 1
fix 2 1 1 1
fix 3 1 1 0
puts constraintsdone
#equal Degree of Freedoms
for {set i 1} {$i<=$str} {incr i} {
equalDOF ${i}01 ${i}02 1;
equalDOF ${i}01 ${i}03 1;

}
#mass
for {set i 1} {$i<$str} {incr i} {
#mass ${i}01 6.21 0.00001 0.00001
#mass ${i}02 6.21 0.00001 0.00001
mass ${i}03 12.42 0.00001 0.00001
} 
#mass ${str}01 4.4 0.00001 0.00001
#mass ${str}02 4.4 0.00001 0.00001
mass ${i}03 8.8 0.00001 0.00001
puts massdone
#geometric transformation
geomTransf PDelta 1;
puts geomTransfdone

#materials#######################################################################################################################
#A992 for link collector beam and columns
set fy1 7200; #kips/ft2 yield stress of steel (50 ksi)
set E1 4176000; #kips/ft2 youngs modulus(29*10^6 psi)
set b 0.02; #Strain hardening ratio
set fy3 6624; #brace A500 Grade B 
set E3 4176000; #kips/ft2 youngs modulus(29*10^6 psi)
set b3 0.02;#Strain hardening ratio

#
uniaxialMaterial Steel02 1  $fy1 $E1 $b
uniaxialMaterial Steel02 11  $fy3 $E3 $b3
uniaxialMaterial Elastic 	2 	1e15; 	# Very stiff to retrain a DOF
uniaxialMaterial Elastic 	3 	0.01; 	# Very low to allow a pinned joint  
#link element 
set fy2 5184; #kips/ft2 yield stress of steel (50 ksi)
set E2 4176000; #kips/ft2 youngs modulus(29*10^6 psi)
set G2 [expr $E2/(2*1.3)]
set bb 0.01; #kinematic hardening ratio for shear yielding
set R0 20
set cr1 0.925
set cr2 0.01
set a1 0.02
set a2 1
set a3 0.02
set a4 1

#axial and flexure properties
uniaxialMaterial Steel02 4 $fy2 $E2 0.01 20 0.925 0.15 0.09 1 0.09 1 0
#link beam properties(W10*88) first and second floor
set tw1 [expr 0.605/12];#inch to feet
set h1 [expr 10.8/12];#inch to feet
#
set Av1 [expr $h1*$tw1];
set GA1 [expr $G2*$Av1/4];#4 feet link length shear modulus GA/L
set Vy1 [expr $fy2/sqrt(3)*$Av1]

#shear properties
#create the shear material
uniaxialMaterial Steel02 310 $Vy1 $GA1 $bb $R0 $cr1 $cr2 $a1 $a2 $a3 $a4 0.0

#link beam properties(W10*68) 3rd and 4th floor
set tw2 [expr 0.47/12];#inch to feet
set h2 [expr 10.4/12];#inch to feet
#
set Av2 [expr $h2*$tw2];
set GA2 [expr $G2*$Av2/4];#4 feet link length shear modulus GA/L
set Vy2 [expr $fy2/sqrt(3)*$Av2]
#create the shear material
uniaxialMaterial Steel02 311 $Vy2 $GA2 $bb $R0 $cr1 $cr2 $a1 $a2 $a3 $a4 0.0

#
puts Materials_OK!

# Section####################################################################################################
#Column###########################
#1-Column Section (1)
#first and secondfloor
# input variables-column W14*132
set in [expr 1.0/12]
set d [expr 14.7*$in]
set tw [expr 0.645*$in]
set bf [expr 14.7*$in]
set tf [expr 1.03*$in]
set Agc1 [expr 38.8*$in*$in]

# derived variables
set y1 [expr $d/2.0]
set z1 [expr $bf/2.0]

section Fiber 1 {
# Create the flange fibers (left & right)
#patch rect $matTag $numSubdivY $numSubdivZ $yI $zI $yJ $zJ
patch rect 1 3 1 [expr $y1-$tf] [expr -$z1] $y1 $z1
patch rect 1 3 1 [expr -$y1] [expr -$z1] [expr $tf-$y1] $z1
# Create the web fibers
patch rect 1 10 1 [expr $tf-$y1] [expr -$tw/2.0] [expr $y1-$tf] [expr $tw/2.0]
}
#third and fourth floor
# input variables-column W14*74
set in [expr 1.0/12]
set d [expr 14.2*$in]
set tw [expr 0.45*$in]
set bf [expr 10.1*$in]
set tf [expr 0.785*$in]
set Agc1 [expr 21.8*$in*$in]

# derived variables
set y1 [expr $d/2.0]
set z1 [expr $bf/2.0]

section Fiber 2 {
# Create the flange fibers (left & right)
#patch rect $matTag $numSubdivY $numSubdivZ $yI $zI $yJ $zJ
patch rect 1 3 1 [expr $y1-$tf] [expr -$z1] $y1 $z1
patch rect 1 3 1 [expr -$y1] [expr -$z1] [expr $tf-$y1] $z1
# Create the web fibers
patch rect 1 10 1 [expr $tf-$y1] [expr -$tw/2.0] [expr $y1-$tf] [expr $tw/2.0]
}

#Lean on Column
# define p-delta columns and rigid links
	set TrussMatID 86400;		# define a material ID
	set Arigid 0.151;		# define area of truss section (make much larger than A of frame elements)
	set Irigid 0.038;	# moment of inertia for p-delta columns  (make much larger than I of frame elements)
	uniaxialMaterial Elastic $TrussMatID $E1;		# define truss material
	# rigid links
	# command: element truss $eleID $iNode $jNode $A $materialID
	# eleID convention:  6xy, 6 = truss link, x = Bay #, y = Floor #
	#for {set i 1} {$i<=$str} {incr i} {
        #element truss  7${i}1 ${i}02 ${i}03 $Arigid $TrussMatID;	
        #}
       
	
	


#Beam###########################################################################################
#2-Beam Section (100)
#1st and 2nd floor
# input variables-beam W18x97
set in [expr 1.0/12]
set d [expr 18.6*$in]
set tw [expr 0.535*$in]
set bf [expr 11.1*$in]
set tf [expr 0.87*$in]

# derived variables
set y1 [expr $d/2.0]
set z1 [expr $bf/2.0]

section Fiber 100 {
# Create the flange fibers (left & right)
#patch rect $matTag $numSubdivY $numSubdivZ $yI $zI $yJ $zJ
patch rect 1 3 1 [expr $y1-$tf] [expr -$z1] $y1 $z1
patch rect 1 3 1 [expr -$y1] [expr -$z1] [expr $tf-$y1] $z1
# Create the web fibers
patch rect 1 10 1 [expr $tf-$y1] [expr -$tw/2.0] [expr $y1-$tf] [expr $tw/2.0]
}
#3rd and 4th floor
# input variables-beam W18x97
set in [expr 1.0/12]
set d [expr 18.6*$in]
set tw [expr 0.535*$in]
set bf [expr 11.1*$in]
set tf [expr 0.87*$in]

# derived variables
set y1 [expr $d/2.0]
set z1 [expr $bf/2.0]

section Fiber 200 {
# Create the flange fibers (left & right)
#patch rect $matTag $numSubdivY $numSubdivZ $yI $zI $yJ $zJ
patch rect 1 3 1 [expr $y1-$tf] [expr -$z1] $y1 $z1
patch rect 1 3 1 [expr -$y1] [expr -$z1] [expr $tf-$y1] $z1
# Create the web fibers
patch rect 1 10 1 [expr $tf-$y1] [expr -$tw/2.0] [expr $y1-$tf] [expr $tw/2.0]
}


#Brace#####################################################################################################
#3-Brace Section(1000)
# input variables-First and Second Floor HSS 7x7x0.625		

set d  [expr 7*$in]
set tw [expr 0.581*$in]
set bf [expr 7*$in]
set tf [expr 0.581*$in]

# derived variables
set y1 [expr $d/2.0]
set z1 [expr $bf/2.0]

section Fiber 1000 {
# Create the flange fibers (left & right)
patch rect 11 3 1 [expr $y1-$tf] [expr -$z1] $y1 $z1
patch rect 11 3 1 [expr -$y1] [expr -$z1] [expr $tf-$y1] $z1
# Create the web fibers
patch rect 11 10 1 [expr $tf-$y1] [expr -$z1] [expr $y1-$tf] [expr $tw-$z1]
patch rect 11 10 1 [expr $tf-$y1] [expr $z1-$tw] [expr $y1-$tf] [expr $z1]
}

# input variables-Third and Fourth Floor HSS 7x7x0.625			

set d  [expr 7*$in]
set tw [expr 0.581*$in]
set bf [expr 7*$in]
set tf [expr 0.581*$in]

# derived variables
set y1 [expr $d/2.0]
set z1 [expr $bf/2.0]

section Fiber 1001 {
# Create the flange fibers (left & right)
patch rect 11 3 1 [expr $y1-$tf] [expr -$z1] $y1 $z1
patch rect 11 3 1 [expr -$y1] [expr -$z1] [expr $tf-$y1] $z1
# Create the web fibers
patch rect 11 10 1 [expr $tf-$y1] [expr -$z1] [expr $y1-$tf] [expr $tw-$z1]
patch rect 11 10 1 [expr $tf-$y1] [expr $z1-$tw] [expr $y1-$tf] [expr $z1]
}

#link beam########################################################################################################### 
#4-Link Beam Section(10000)
# input variables-First and second Floor W10x88

set d [expr 10.8*$in]
set tw [expr 0.605*$in]
set bf [expr 10.3*$in]
set tf [expr 0.99*$in]

# derived variables
set y1 [expr $d/2.0]
set z1 [expr $bf/2.0]

section Fiber 10000 {
# Create the flange fibers (left & right)
patch rect 4 3 1 [expr $y1-$tf] [expr -$z1] $y1 $z1
patch rect 4 3 1 [expr -$y1] [expr -$z1] [expr $tf-$y1] $z1
# Create the web fibers
patch rect 4 10 1 [expr $tf-$y1] [expr -$tw/2.0] [expr $y1-$tf] [expr $tw/2.0]
}

# input variables-Third and Fourth W10x68	

set d [expr 10.4*$in]
set tw [expr 0.47*$in]
set bf [expr 10.1*$in]
set tf [expr 0.77*$in]

# derived variables
set y1 [expr $d/2.0]
set z1 [expr $bf/2.0]

section Fiber 10001 {
# Create the flange fibers (left & right)
patch rect 4 3 1 [expr $y1-$tf] [expr -$z1] $y1 $z1
patch rect 4 3 1 [expr -$y1] [expr -$z1] [expr $tf-$y1] $z1
# Create the web fibers
patch rect 4 10 1 [expr $tf-$y1] [expr -$tw/2.0] [expr $y1-$tf] [expr $tw/2.0]
}

puts sectionsok

#elements######################################################################################################

#columns#######################################################################################
#columns first and second floor
for {set i 0} {$i < 2} {incr i} {
#element forceBeamColumn $eleTag $iNode $jNode $numIntPts $eleTag $TransfTag -iter $maxIter $tol
element forceBeamColumn 1${i}1 ${i}01 [expr $i+1]01 7 1 1 -iter 20 1.0e-16
element forceBeamColumn 1${i}2 ${i}02 [expr $i+1]02 7 1 1 -iter 20 1.0e-16
#element forceBeamColumn 1${i}3 ${i}03 [expr $i+1]03 7 1 1 -iter 20 1.0e-16
# p-delta columns
element elasticBeamColumn  1${i}3 ${i}03 [expr $i+1]03 $Arigid $E1 $Irigid 1;
	
}
#columns second and third floor
for {set i 2} {$i <= 3} {incr i} {
#element forceBeamColumn $eleTag $iNode $jNode $numIntPts $eleTag $TransfTag -iter $maxIter $tol
element forceBeamColumn 1${i}1 ${i}01 [expr $i+1]01 7 2 1 -iter 20 1.0e-16
element forceBeamColumn 1${i}2 ${i}02 [expr $i+1]02 7 2 1 -iter 20 1.0e-16
#element forceBeamColumn 1${i}3 ${i}03 [expr $i+1]03 7 2 1 -iter 20 1.0e-16
# p-delta columns
element elasticBeamColumn  1${i}3 ${i}03 [expr $i+1]03 $Arigid $E1 $Irigid 1;
}

#collector beams#######################################################################################
#collecter beam first and second floor
for {set i 0} {$i < 2} {incr i} {
#element forceBeamColumn $eleTag $iNode $jNode $numIntPts $eleTag $TransfTag -iter $maxIter $tol
element forceBeamColumn 2${i}1 ${i}04 ${i}11  7 100 1 -iter 20 1.0e-16
element forceBeamColumn 2${i}2 ${i}21 ${i}05  7 100 1 -iter 20 1.0e-16
}
#collector beam second and third floor
for {set i 2} {$i <= 3} {incr i} {
#element forceBeamColumn $eleTag $iNode $jNode $numIntPts $eleTag $TransfTag -iter $maxIter $tol
element forceBeamColumn 2${i}1 ${i}04 ${i}11  7 200 1 -iter 20 1.0e-16
element forceBeamColumn 2${i}2 ${i}21 ${i}05  7 200 1 -iter 20 1.0e-16
}
#braces########################################################################################################################################
for {set i 0} {$i < 2} {incr i} {
#element corotTrussSection $eletag $n1 $n2 $sectag
#element corotTrussSection 3${i}1 ${i}01 ${i}11 1000
#element corotTrussSection 3${i}2 ${i}02 ${i}21 1000
element TrussSection 3${i}1 ${i}01 ${i}11 1000
element TrussSection 3${i}2 ${i}02 ${i}21 1000
}
for {set i 2} {$i <= 3} {incr i} {
#element corotTrussSection $eletag $n1 $n2 $sectag
#element corotTrussSection 3${i}1 ${i}01 ${i}11 1001
#element corotTrussSection 3${i}2 ${i}02 ${i}21 1001

element TrussSection 3${i}1 ${i}01 ${i}11 1001
element TrussSection 3${i}2 ${i}02 ${i}21 1001
}

#hingeelements##################################################################################################################################
for {set i 0} {$i < $str} {incr i} {
#element zeroLength $eleTag $iNode $jNode -mat $matTag1 $matTag2 ... -dir $dir1 $dir2 ...
element zeroLength 	4${i}1 [expr $i+1]01 ${i}04 -mat 2 2 3  -dir 1 2 6 ; # pinned
element zeroLength 	4${i}2 [expr $i+1]02 ${i}05 -mat 2 2 3  -dir 1 2 6 ; # pinned
element zeroLength 	4${i}3 [expr $i+1]03 ${i}06 -mat 2 2 3  -dir 1 2 6 ; # pinned
}

#linkbeam########################################################################################################################################
for {set i 0} {$i < 2} {incr i} {
#section Aggregator $secTag $matTag1 $dof1 $matTag2 $dof2 ....... <-section $sectionTag>
section Aggregator 4${i}5 310 Vy -section 10000 
#element forceBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag <-mass $massDens> <-iter $maxIters $tol> <-integration $intType>
element forceBeamColumn 5${i}0 ${i}11 ${i}21 1 Lobatto 4${i}5 7 ;#each aggregator needs to be defined separately
}
for {set i 2} {$i <= 3} {incr i} {
#section Aggregator $secTag $matTag1 $dof1 $matTag2 $dof2 ....... <-section $sectionTag>
section Aggregator 4${i}5 311 Vy -section 10001 
#element forceBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag <-mass $massDens> <-iter $maxIters $tol> <-integration $intType>
element forceBeamColumn 5${i}0 ${i}11 ${i}21 1 Lobatto 4${i}5 7 ;#each aggregator needs to be defined separately
}