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OSMaterialHelper.py
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from __future__ import absolute_import
from __future__ import print_function
from six.moves import range
__author__ = 'marafi'
def GetIbarraPeakOrientedModel(id,b,h,dp,fy,fpc,rho,rhop,rho_v,N,s,LsOH,L,Ig,a_sl=1,Imperial=True,t_slab=None, rho_slab=None, eff_wdith=None,_Notes=None):
import OpenSeesAPI
StiffnessFactor1 = 11
StiffnessFactor2 = 1.1
#a_sl=0 if bond slip of long. bars is prevented
#LsOH #Column Height to Depth
fpc_exp = fpc*1.25
d = h - dp
v = float(N)/(fpc*b*h) #Checked with Haselton Spreadsheet
if Imperial:
c_units = 6.9 # For Imperial
else:
c_units = 1 # For Metric
dp_col = 1.25
s_n = (float(s)/dp_col)*(fy*c_units/100.)**0.5
rho_sh = rho_v
theta_p = 0.12*(1.+0.55*a_sl)*(0.16)**v*(0.02+40*rho_sh)**0.43*0.54**(0.01*c_units*fpc)*0.66**(0.1*s_n)*2.27**(10.0*(rho+rhop)) #Checked with Haselton Spreadsheet
# theta_p = 0.13*(1.+0.55*a_sl)*(0.13)**v*(0.02+40*rho_sh)**0.65*0.57**(0.01*c_units*fpc)
if rhop != rho:
theta_p_pos = (max(0.01,rho*fy/fpc)/max(0.01,rhop*fy/fpc))**0.225*theta_p #Checked with Haselton Spreadsheet
theta_p_neg = (max(0.01,rhop*fy/fpc)/max(0.01,rho*fy/fpc))**0.225*theta_p #Checked with Haselton Spreadsheet
else:
theta_p_pos = theta_p
theta_p_neg = theta_p
theta_pc = min(0.76*0.031**v*(0.02+40.*rho_sh)*1.02,0.10) #Checked with Haselton Spreadsheet
# Lambda = 30*0.03**v
Lambda = 170.7*0.27**v*(0.1)**(s/d) #Checked with Haselton Spreadsheet
Lambda = Lambda*StiffnessFactor1*0.35/0.2 #To Adjust for Stiffness (Replicating Haselton Spreadsheet)
My = ComputeMyPanagiotakosFardis2001(b,d,dp,fy,fpc,rho,rhop,0.0,N, Imperial)
MyNeg = ComputeMyPanagiotakosFardis2001(b,d,dp,fy,fpc,rhop,rho,0.0,N, Imperial)*-1
Hardening = 1.25*0.89**v*0.91**(0.01*c_units*fpc)-1.0 #Checked with Haselton Spreadsheet
# Hardening = 0.13
if Imperial:
Es = 29000.
Ec = 57000.*(fpc*1000.)**.5/1000
else:
Es = 207.e3
Ec = 4700.*(fpc)**.5
n = Es / Ec
if Imperial:
EIg = 57000.*(fpc*1000.)**.5/1000.*Ig
else:
EIg = 4750.*(fpc)**.5*Ig
# alpha_eff = max(min(0.6, (-0.07+0.59*v+0.07*LsOH)), 0.2) #Use when element will see yielding
alpha_eff = max(0.35, min((-0.02+0.98*v+0.09*LsOH), 0.8)) #Use when element will not likely see yielding
# If Beam Set at the Minimum (This is what Haselton Does in his Spreadsheet)
if rhop != rho:
alpha_eff = 0.35
Ky = alpha_eff*EIg
# theta_y_pos = My/(6.0*(Ky*StiffnessFactor1)/L)
# theta_y_neg = -1.0*MyNeg/(6.0*(Ky*StiffnessFactor1)/L)
theta_p_pos = theta_p_pos#-theta_y_pos
theta_p_neg = theta_p_neg#-theta_y_neg
c=1
# set a_mem [expr ($n+1.0)*($Mycol_12*($McMy-1.0)) / ($Ks_col_1*$th_pP)]; # strain hardening ratio of spring
# set b [expr ($a_mem)/(1.0+$n*(1.0-$a_mem))];
elstk = StiffnessFactor1*6.*Ky/L
AlphaY_pos = ((1+Hardening)*My-My)/theta_p_pos/elstk
AlphaY_pos = AlphaY_pos*(-1*StiffnessFactor2*AlphaY_pos)/(AlphaY_pos*(AlphaY_pos-StiffnessFactor2))
AlphaY_neg = -1*((1+Hardening)*MyNeg-MyNeg)/theta_p_neg/elstk
AlphaY_neg = AlphaY_neg*(-1*StiffnessFactor2*AlphaY_neg)/(AlphaY_neg*(AlphaY_neg-StiffnessFactor2))
Mat = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.ModIMKPeakOriented(id, elstk, AlphaY_pos, AlphaY_neg, My, MyNeg, Lambda, Lambda, Lambda, Lambda, c,c,c,c,theta_p_pos,theta_p_neg,theta_pc,theta_pc,0.01,0.01,(theta_p+theta_pc)*2,(theta_p+theta_pc)*2,1,1,_Notes=_Notes)
# AlphaCap = -1*(Hardening+1.0)*My/theta_pc/elstk
# AlphaCap = AlphaCap*-1*StiffnessFactor2*AlphaCap/(AlphaCap*(AlphaCap-StiffnessFactor2))
#
# Mat = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Clough(id, elstk, My, MyNeg, AlphaY_pos, 0.01, AlphaCap, theta_p_pos, -1*theta_p_neg, Lambda, 0,0,Lambda,c,c,c,c,_Notes =_Notes)
return Mat
def ComputeMyPanagiotakosFardis2001(b,d,dp,fy,fpc,rho,rhop,rho_v,N, Imperial=True):
if Imperial:
Es=29000.
Ec=57000.*(fpc*1000.)**.5/1000
else:
Es=199.5*1e3
Ec=4750.*(fpc)**.5
n=Es/Ec
#dp #the distance of the center of the compression reinforcement from the extreme compression fibers
deltap = float(dp)/d
## Determine Whether Tension or Compression Controlled
# Tension Steel Controlled
A = rho + rhop + rho_v+N/b/d/fy
B = rho + rhop*deltap + 0.5*rho_v*(1.0+deltap)+N/b/d/fy
ky_t = (n**2.*A**2.+2*n*B)**.5-n*A
Phi_y_t = fy/(Es*(1.0-ky_t)*d)
# Compression Zone Controlled
A = rho + rhop + rho_v - N/1.8/n/b/d/fpc
B = rho + rhop*deltap + 0.5*rho_v*(1.0+deltap)
ky_c = (n**2*A**2+2*n*B)**.5-n*A
Phi_y_c = 1.8*fpc/Ec/ky_c/d
if Phi_y_t<Phi_y_c:
Phi_y = Phi_y_t
ky = ky_t
else:
Phi_y = Phi_y_c
ky = ky_c
My = b*d**3.*Phi_y*(Ec*ky**2./2.*(0.5*(1.+deltap)-ky/3.)+Es/2.*((1-ky)*rho+(ky-deltap)*rhop+rho_v/6.*(1.-deltap))*(1.-deltap))
return My
def ComputeIg(h,b,d,dp,rho,rho_p,n):
TopSteelArea = h*b*rho_p*(n-1.)
BotSteelArea = h*b*rho*(n-1.)
ConcArea = float(h)*b
SumAyTop = ConcArea*h/2.+TopSteelArea*dp+BotSteelArea*d
y_top = SumAyTop/ConcArea
I = float(b)*h**3./12.+TopSteelArea*(dp-y_top)**2.+BotSteelArea*(d-y_top)**2.+ConcArea*(h/2.-y_top)**2
return I
def ComputeIgWithSlab(h,b,d,dp,rho,rho_p,n,t_slab,rho_slab,effective_width):
TopSteelArea = h*b*rho_p*(n-1.)
BotSteelArea = h*b*rho*(n-1.)
ConcArea = float(h)*b
SlabArea = effective_width*t_slab-b*t_slab
SlabReinf = SlabArea*rho_slab*(n-1.)
SumAyTop = ConcArea*h/2.+TopSteelArea*dp+BotSteelArea*d+SlabArea*t_slab/2.+SlabReinf*t_slab/2.
y_top = SumAyTop/(ConcArea+SlabArea)
I = float(b)*h**3./12.+(effective_width-b)*float(t_slab)**3/12.+TopSteelArea*(dp-y_top)**2.+BotSteelArea*(d-y_top)**2.+ConcArea*(h/2.-y_top)**2.+SlabArea*(t_slab/2.-y_top)**2.+SlabReinf*(t_slab/2.-y_top)**2
return I
def ComputeJointStiffness(fpc, ColumnWidth, ColumnDepth, BeamHeight):
# Stiffness = 22.0*(fpc*1000)**.5*ColumnWidth*ColumnDepth*BeamHeight/0.004/1000
Stiffness = 0.11*57000.0*(fpc*1000)**.5*ColumnWidth*ColumnDepth*BeamHeight/1000 # This has been checked with the Haselton Spreadsheet
return Stiffness
def GetCloughModel(id,b,h,dp,fy,fpc,rho,rhop,rho_v,N,s,LsOH,L,Ig,a_sl=1,Imperial=True,t_slab=None, rho_slab=None, eff_wdith=None,_Notes=None):
import OpenSeesAPI
StiffnessFactor1 = 11
StiffnessFactor2 = 1.1
#a_sl=0 if bond slip of long. bars is prevented
#LsOH #Column Height to Depth
d = h - dp
v = float(N)/(fpc*b*h)
s_n = (float(s)/d)*(fy/100.)**0.5
if Imperial:
c_units = 6.9 # For Imperial
else:
c_units = 1 # For Metric
rho_sh = rho_v
# theta_p = 0.12*(1.+0.55*a_sl)*(0.16)**v*(0.02+40*rho_sh)**0.43*0.54**(0.01*c_units*fpc)*0.66**(0.1*s_n)*2.27**(10.0*(rho+rhop))
theta_p = 0.13*(1.+0.55*a_sl)*(0.13)**v*(0.02+40*rho_sh)**0.65*0.57**(0.01*c_units*fpc)
if rhop != rho:
theta_p_pos = (max(0.01,rho*fy/fpc)/max(0.1,rhop*fy/fpc))**0.175*theta_p
theta_p_neg = (max(0.01,rhop*fy/fpc)/max(0.1,rho*fy/fpc))**0.175*theta_p
else:
theta_p_pos = theta_p
theta_p_neg = theta_p
# From Spreadsheet
theta_pc = min(0.76*0.031**v*(0.02+40.*rho_sh)*1.02,0.10)
# From Spreadsheet
Lambda = 170.7*0.27**v*(0.1)**(s/d)*StiffnessFactor1
My = ComputeMyPanagiotakosFardis2001(b,d,dp,fy,fpc,rho,rhop,0.0,N, Imperial)
MyNeg = ComputeMyPanagiotakosFardis2001(b,d,dp,fy,fpc,rhop,rho,0.0,N, Imperial)*-1
# From Spreadsheet
Hardening = 1.25*0.89**v*0.91**(0.01*c_units*fpc)-1.0
# Hardening = 0.13
if Imperial:
Es=30000.
Ec=57000.*(fpc*1000.)**.5/1000
else:
Es=207.e3
Ec=4700.*(fpc)**.5
n=Es/Ec
# Ig = ComputeIg(h,b,d,dp,rho,rhop,n)
if Imperial:
EIg = 57000.*(fpc*1000.)**.5/1000.*Ig
else:
EIg = 4700.*(fpc)**.5*Ig
alpha_eff = GetEIeffOEIg(v, LsOH)
Ky = alpha_eff*EIg*StiffnessFactor1
theta_y_pos = My/(6.0*(Ky)/L)
theta_y_neg = -1.0*MyNeg/(6.0*(Ky)/L)
theta_p_pos = theta_p_pos#-theta_y_pos
theta_p_neg = theta_p_neg#-theta_y_neg
c=1
AlphaY_pos = StiffnessFactor1*(Hardening*My)/theta_p_pos/(6.*(Ky/StiffnessFactor2)/L)
AlphaY_pos = AlphaY_pos/(1.0+StiffnessFactor1/StiffnessFactor2*(1.0-AlphaY_pos))
AlphaY_neg = StiffnessFactor1*(Hardening*-1.*MyNeg)/theta_p_neg/(6.*(Ky/StiffnessFactor2)/L)
AlphaY_neg = AlphaY_neg/(1.0+StiffnessFactor1/StiffnessFactor2*(1.0-AlphaY_neg))
AlphaCap = -1*(Hardening+1.0)*My/theta_pc/(6.0*Ky/L)
AlphaCap = AlphaCap*-1*StiffnessFactor2*AlphaCap/(AlphaCap*(AlphaCap-StiffnessFactor2))
Mat = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Clough(id, 6.*Ky/L, My, MyNeg, AlphaY_pos, 0.01, AlphaCap, theta_p_pos, -1*theta_p_neg, Lambda, 0,0,Lambda,c,c,c,c,_Notes =_Notes)
return Mat
def GetEIeffOEIg(v,LsOH):
# alpha_eff = max(min(0.6,(-0.07+0.59*v+0.07*LsOH)),0.2) #Use when element will see yielding
alpha_eff = max(0.35,min((-0.02+0.98*v+0.09*LsOH),0.8)) #Use when element will not likely see yielding
return alpha_eff
def GetTrussMaterialModel(id, As, E, Fy, Ry, w, Beta):
Ko = E
s1p = Ry*Fy
e1p = s1p/Ko
s2p = w * Ry * Fy
e2p = 10*e1p
s3p = s2p + (e1p*10)*0.0125*Ko
e3p = e2p * 2
s1n = -1*Ry*Fy
e1n = -1*e1p
s2n = -1*Beta*w*Ry*Fy
e2n = -1*e2p
s3n = -1*(s2p + 0.0125*Ko*(e1p*10))
e3n = -1*e3p
pinchx = 1.0
pinchy = 1.0
damage1 = 0.001
damage2 = 0.001
degradation = 0.001
import OpenSeesAPI
Material = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Hysteretic(id, s1p, e1p,s2p, e2p, s3p, e3p, s1n,e1n, s2n, e2n, s3n, e3n, pinchx, pinchy, damage1, damage2, degradation)
return Material
def GetConfinedConcreteMaterial(id, fpc):
#fpc is in ksi
ec = 0.004
fpcu = fpc - 0.15*fpc
ecu = 0.014
import OpenSeesAPI
return OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Concrete01(id, -1*fpc, -1*ec, -1*fpcu, -1*ecu)
def GetUnconfinedConcreteMaterial(id, fpc):
#fpc is in ksi
ec = 0.002
fpcu = 0
ecu = 0.006
import OpenSeesAPI
return OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Concrete01(id, -1*fpc, -1*ec, -1*fpcu, -1*ecu)
def GetSteelMaterial(id, fy):
#fpc is in ksi
Ec = 29000
b = 0.01
import OpenSeesAPI
return OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Steel02(id, fy, Ec, b)
def GetSteelMaterialWithMinMax(ODatabase, fy, fu, epsilon_comp, b=0.01):
#fpc is in ksi
Es = 29000
import OpenSeesAPI
Steel = ODatabase.AddMaterial(OpenSeesAPI.Material.UniaxialMaterial.Steel02(ODatabase.GetFreeMaterialId(1,1), fy, Es, b))
minStrain = epsilon_comp
maxStrain = fy/float(Es)+(fu-fy)/float(Es)/float(b)
MinMax = ODatabase.AddMaterial(OpenSeesAPI.Material.UniaxialMaterial.MinMax(ODatabase.GetFreeMaterialId(1,1), Steel, minStrain, maxStrain))
return MinMax
def GetPughConfinedConcreteMaterial(OSDatabase, fpc, b_x, b_y, s_bars_x, s_bars_y, s_ties_x, s_ties_y, f_y, A_tie, no_tie_x, no_tie_y, L_ip,
GfccOGfc = 1.7, GfcOfpc = 2.0, fy_hoop=70.2):
import OpenSeesAPI
import math
# Saatcioglu and Razvi 1992
ksi_to_mpa = 6.8947
f_l_x = A_tie*fy_hoop*no_tie_x/s_ties_x/b_x*ksi_to_mpa #Uniform Confining Pressure
k2_x = min(0.26*(b_x/s_ties_x*b_x/s_bars_x*1./f_l_x)**.5,1.)
f_1e_x = k2_x*f_l_x
f_l_y = A_tie*fy_hoop*no_tie_y/s_ties_y/b_y*ksi_to_mpa #Uniform Confining Pressure
k2_y = min(0.26*(b_y/s_ties_y*b_y/s_bars_y*1./f_l_y)**.5,1.)
f_1e_y = k2_y*f_l_y
f_1e = (f_1e_x*b_x + f_1e_y*b_y)/(b_x+b_y)
k_1 = 6.7*f_1e**(-0.17)
fpc_confined = fpc + (k_1*f_1e)/ksi_to_mpa
Kc = fpc_confined/fpc
e01 = 2. * fpc / (57. * (fpc * 1000.) ** .5) # 0.002
ec = e01 * (1. + 5. * k_1 * f_1e / fpc / ksi_to_mpa) # This is the original SAAT and Razvi Equation
# ec = 2. * Kc * fpc / 57. / (Kc * fpc * 1000) ** .5 # Pugh Dissertation Equation 2.4
f20 = 0.2*Kc*fpc
A_s = A_tie*math.ceil(b_x/s_ties_x+1.) + A_tie*math.ceil(b_y/s_ties_y+1.)
s_bar_avg = (s_bars_x+s_bars_y)/2.
rho = A_s/s_bar_avg / (b_x + b_y)
e085 = 0.0038
e01 = 2.*fpc/(57.*(fpc*1000.)**.5)#0.002
e1 = e01*(1.+5.*Kc)
e20 = 260.*rho*e1 + e085 # Equation 14/15 in Saat and Razvi
f_t = 4.0*(fpc*1000)**.5/1000
Ec = 57.*(fpc*1000)**.5
Et = Ec
Ets = 0.05 * Et
lam = 0.1 # Not Sure where this is mentioned in Pugh Thesis
Gfc = GfcOfpc*fpc*0.0393701
Gfcc = GfccOGfc*Gfc
fpeak = Kc*fpc
e20u_reg = Gfcc/0.6/fpeak/L_ip - 0.8 * fpeak / Ec + ec
Mat = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Concrete02(OSDatabase.GetFreeMaterialId(1,1), -1*fpc_confined, -1*ec, -1*f20, -1*e20u_reg, lam, f_t, Ets, _Notes='Confined Conc.')
OSDatabase.AddMaterial(Mat)
return Mat
def GetPughConfinedConcreteCMMaterial(OSDatabase, fpc, b_x, b_y, s_bars_x, s_bars_y, s_ties_x, s_ties_y, f_y, A_tie, no_tie_x, no_tie_y, L_ip):
import OpenSeesAPI
import math
# Saatcioglu and Razvi 1992
ksi_to_mpa = 6.8947
f_l_x = A_tie*f_y*no_tie_x/s_ties_x/b_x*ksi_to_mpa #Uniform Confining Pressure
k2_x = min(0.26*(b_x/s_ties_x*b_x/s_bars_x*1./f_l_x)**.5,1.)
f_1e_x = k2_x*f_l_x
f_l_y = A_tie*f_y*no_tie_y/s_ties_y/b_y*ksi_to_mpa #Uniform Confining Pressure
k2_y = min(0.26*(b_y/s_ties_y*b_y/s_bars_y*1./f_l_y)**.5,1.)
f_1e_y = k2_y*f_l_y
f_1e = (f_1e_x*b_x + f_1e_y*b_y)/(b_x+b_y)
k_1 = 6.7*f_1e**(-0.17)
fpc_confined = fpc + (k_1*f_1e)/ksi_to_mpa
Kc = fpc_confined/fpc
ec = 2.*Kc*fpc/57./(Kc*fpc*1000)**.5 # Pugh Dissertation Equation 2.4
f20 = 0.2*Kc*fpc
A_s = A_tie*math.ceil(b_x/s_ties_x+1.) + A_tie*math.ceil(b_y/s_ties_y+1.)
rho = A_s/max(s_bars_x,s_bars_y) / (b_x + b_y)
e085 = 0.0038
e01 = 0.002
e1 = e01*(1.+5.*Kc)
e20 = 260.*rho*e1 + e085 # Equation 14/15 in Saat and Razvi
f_t = 4.0*(fpc*1000)**.5/1000
Ec = 57.*(fpc*1000)**.5
Et = Ec
Ets = 0.05 * Et
lam = 0.1 # Not Sure where this is mentioned in Pugh Thesis
Gfc = 2.*fpc*0.0393701
Gfcc = 1.7*Gfc
fpeak = Kc*fpc
e20u_reg = Gfcc/0.6/fpeak/L_ip - 0.8 * fpeak / Ec + ec
rc = 7 # Shape Factor, See Tsai's equation
rt = 1.2 # Shape Factor, See Tsai's equation
et = f_t/Et
xcrn = 1.035 # Non0dimensional critical strain
xcrp = 10000
Mat = OpenSeesAPI.Material.UniaxialMaterial.ConcreteCM(OSDatabase.GetFreeMaterialId(1,1),
-1*fpc_confined, -1*ec, Ec, rc, xcrn, f_t, et, rt, xcrp)
OSDatabase.AddMaterial(Mat)
return Mat
def GetPughConfinedConcreteMaterialUnregularized(OSDatabase, fpc, b_x, b_y, s_bars_x, s_bars_y, s_ties_x, s_ties_y, f_y, A_tie, no_tie_x, no_tie_y, L_ip):
import OpenSeesAPI
import math
# Saatcioglu and Razvi 1992
ksi_to_mpa = 6.8947
f_l_x = A_tie*f_y*no_tie_x/s_ties_x/b_x*ksi_to_mpa #Uniform Confining Pressure
k2_x = min(0.26*(b_x/s_ties_x*b_x/s_bars_x*1./f_l_x)**.5,1.)
f_1e_x = k2_x*f_l_x
f_l_y = A_tie*f_y*no_tie_y/s_ties_y/b_y*ksi_to_mpa #Uniform Confining Pressure
k2_y = min(0.26*(b_y/s_ties_y*b_y/s_bars_y*1./f_l_y)**.5,1.)
f_1e_y = k2_y*f_l_y
f_1e = (f_1e_x*b_x + f_1e_y*b_y)/(b_x+b_y)
k_1 = 6.7*f_1e**(-0.17)
fpc_confined = fpc + (k_1*f_1e)/ksi_to_mpa
Kc = 2.3#fpc_confined/fpc
ec = 2.*Kc*fpc/57./(Kc*fpc*1000)**.5 # Pugh Dissertation Equation 2.4
f20 = 0.2*Kc*fpc
A_s = A_tie*math.ceil(b_x/s_ties_x+1.) + A_tie*math.ceil(b_y/s_ties_y+1.)
rho = A_s/max(s_bars_x,s_bars_y) / (b_x + b_y)
e085 = 0.0038
e01 = 0.002
e1 = e01*(1.+5.*Kc)
e20 = 260.*rho*e1 + e085 # Equation 14/15 in Saat and Razvi
f_t = 4.0*(fpc*1000)**.5/1000
Ec = 57.*(fpc*1000)**.5
Et = Ec
Ets = 0.05 * Et
lam = 0.1 # Not Sure where this is mentioned in Pugh Thesis
Gfc = 2.*fpc*0.0393701
Kc = 2.3 # Pugh Recommends 1.7, Laura says to use something higher, 2.3 maybe
Gfcc = Kc*Gfc
fpeak = Kc*fpc
#Using Saat and Razvi prediction
e20u_reg = e20#Gfcc/0.6/fpeak/L_ip + 0.8 * fpeak / Ec + ec
Mat = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Concrete02(OSDatabase.GetFreeMaterialId(1,1), -1*fpc_confined, -1*ec, -1*f20, -1*e20u_reg, lam, f_t, Ets)
OSDatabase.AddMaterial(Mat)
return Mat
def GetPughUnconfinedConcreteMaterial(OSDatabase, fpc, L_ip, fpuOfpc=0.2, GfcOfpc = 2.0):
import OpenSeesAPI
eu = 2.*fpc/57./(fpc*1000)**.5 # Pugh Dissertation Equation 2.3
f20 = fpuOfpc*fpc
e20 = 0.008
f_t = 4.0*(fpc*1000)**.5/1000.
Ec = 57.*(fpc*1000)**.5
Et = Ec
Ets = 0.05 * Et
lam = 0.1 # Not Sure where this is mentioned in Pugh Thesis
Gfc = GfcOfpc*fpc*0.0393701
fpeak = fpc
e20u_reg = Gfc / 0.6 / fpeak / L_ip - 0.8 * fpeak / Ec + eu
Mat = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Concrete02(OSDatabase.GetFreeMaterialId(1,1), -1*fpc, -1*eu, -1*f20, -1*e20u_reg, lam, f_t, Ets, _Notes='Unconfined Conc.')
# Mat = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.ConcreteCM(OSDatabase.GetFreeMaterialId(1, 1),
# -1 * fpc, -1 * eu, Ec,
# 7, e20u_reg, f_t, Ets, 1.2, 1000,
# _Notes='Confined Conc.', _ecu = e20u_reg)
OSDatabase.AddMaterial(Mat)
return Mat
def GetPughSteel02Material(OSDatabase, fy, fu, L_ip, eps_ult_comp, eps_ult_exp = .12, L_gage = 8, Regularize=True):
import OpenSeesAPI
#L_gage = 8 # As per Pugh et al 2015 Paper, Use this when the gage length is not available
Es = 29000
eps_y = fy/Es
if Regularize:
eps_ult = eps_y + L_gage/L_ip * (eps_ult_exp - eps_y)
b_reg = (fu-fy)/(Es*(eps_ult_exp - eps_y))
else:
eps_ult = eps_ult_exp
b_reg = (fu-fy)/(Es*(eps_ult_exp - eps_y))
Mat1 = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Steel02(OSDatabase.GetFreeMaterialId(1,1), fy, Es, b_reg, 20.0, 0.925, 0.15)
Mat2 = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.MinMax(OSDatabase.GetFreeMaterialId(1,1), Mat1, eps_ult_comp, eps_ult)
OSDatabase.AddMaterial(Mat1)
OSDatabase.AddMaterial(Mat2)
return Mat2
def GetPughSteel02MaterialUnregularized(OSDatabase, fy, fu, L_ip, eps_ult_comp, eps_ult_exp = .12, L_gage = 8, ):
import OpenSeesAPI
#L_gage = 8 # As per Pugh et al 2015 Paper, Use this when the gage length is not available
Es = 29000.
eps_y = fy/Es
eps_ult = eps_ult_exp
b_reg = (fu-fy)/(Es*(eps_ult - eps_y))
Mat1 = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Steel02(OSDatabase.GetFreeMaterialId(1,1), fy, Es, b_reg, 20.0, 0.925, 0.15)
Mat2 = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.MinMax(OSDatabase.GetFreeMaterialId(1,1), Mat1, eps_ult_comp, eps_ult)
OSDatabase.AddMaterial(Mat1)
OSDatabase.AddMaterial(Mat2)
return Mat2
def ComputePlanarShearWallFiberSection(OSDatabase, l_w, t_w, l_boundary, cover, bound_reinf_layout = [3,3,3,3,3,3,3], bound_reinf_size = 4 , web_reinf_spacing = 6, web_reinf_size = 2, fpc = 6, fy = 60, fu = 90, tie_spacing = 2, tie_size = 2., no_ties_x = 7, no_ties_y = 2, max_mesh_Size=3, NoOfIntPoints = 5, h = 48):
import OpenSeesAPI
import numpy as np
if NoOfIntPoints == 3:
# L_ip = [0.6666667, 0.1666667, 0.6666667]
L_ip = [0.1666667, 0.6666667, 0.6666667]
elif NoOfIntPoints == 5:
# L_ip = [0.35555556, 0.27222222, 0.05000000, 0.27222222, 0.35555556]
L_ip = [0.05000000, 0.27222222, 0.35555556, 0.27222222, 0.05000000]
else:
# L_ip = [0.243810, 0.215873, 0.138413, 0.023810, 0.138413, 0.215873, 0.243810]
L_ip = [0.023810, 0.138413, 0.215873, 0.243810, 0.215873, 0.138413, 0.023810]
# Axial
# ConcConfined = GetConfinedConcreteMaterial(OSDatabase.GetFreeMaterialId(1,1) , fpc)
# ConcUncofined = GetUnconfinedConcreteMaterial(OSDatabase.GetFreeMaterialId(1,1) , fpc)
# Steel = GetSteelMaterial(OSDatabase.GetFreeMaterialId(1,1) , fy)
# SteelMinMax = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.MinMax(OSDatabase.GetFreeMaterialId(1,1) , Steel, -0.0038, 0.16)
# Axial according to Pugh
s_bar_x = (l_boundary-2.*cover)/len(bound_reinf_layout)
s_bar_y = (t_w-2.*cover)/np.mean(bound_reinf_layout)
A_tie = np.pi*(tie_size/8./2.)**2.
ConcConfinedAllIP = []
UnconfinedConcAllIP = []
SteelConfinedAllIP = []
SteelUnconfinedAllIP = []
for i in range(len(L_ip)):
ConcConfinedAllIP.append(GetPughConfinedConcreteMaterial(OSDatabase, fpc, l_boundary, t_w, s_bar_x, s_bar_y, tie_spacing, tie_spacing, fy, A_tie, no_ties_x, no_ties_y, L_ip[i]*h))
UnconfinedConcAllIP.append(GetPughUnconfinedConcreteMaterial(OSDatabase, fpc, L_ip[i]*h))
ecu_Confined = ConcConfinedAllIP[-1]._ecu
ecu_Unconfined = UnconfinedConcAllIP[-1]._ecu
SteelConfinedAllIP.append(GetPughSteel02Material(OSDatabase, fy, fu, L_ip[i]*h, ecu_Confined))
SteelUnconfinedAllIP.append(GetPughSteel02Material(OSDatabase, fy, fu, L_ip[i]*h, ecu_Unconfined))
# Shear
# Define Elastic Spring for Shear
Ec = 57. * (fpc * 1000)**.5
Mu = 0.15
Gc = Ec / (2. * (1. + Mu))
Geff = 0.1 * Gc # assume 10% of elastic shear modulus per Oyen (2006)
ks = 5. / 6. # reduction factor for shear area per Pugh (2012)
Eg = Geff * ks * l_w * t_w
ShearElastic = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Elastic(OSDatabase.GetFreeMaterialId(1, 1), Eg)
OSDatabase.AddMaterial(ShearElastic)
Sections = []
for j in range(len(L_ip)):
ConcConfined = ConcConfinedAllIP[j]
ConcUncofined = UnconfinedConcAllIP[j]
SteelConfined = SteelConfinedAllIP[j]
SteelUncofined = SteelUnconfinedAllIP[j]
Fibers = []
#Confined
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcConfined,
int((l_boundary - 2 * cover)/max_mesh_Size + 1),
int((t_w-2*cover)/max_mesh_Size + 1),
cover, cover, l_boundary-cover, t_w-cover
))
XDistTo2ndBoundary = l_w-l_boundary
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcConfined,
int((l_boundary - 2 * cover) / max_mesh_Size + 1),
int((t_w - 2 * cover) / max_mesh_Size + 1),
cover + XDistTo2ndBoundary, cover, XDistTo2ndBoundary + l_boundary - cover, t_w - cover
))
#Unconfined
#Left and Right Covers
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int(cover / max_mesh_Size + 1),
int(t_w / max_mesh_Size + 1),
0, 0, cover, t_w
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int(cover / max_mesh_Size + 1),
int(t_w / max_mesh_Size + 1),
l_boundary - cover, 0, l_boundary, t_w
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int(cover / max_mesh_Size + 1),
int(t_w / max_mesh_Size + 1),
XDistTo2ndBoundary,
0,
XDistTo2ndBoundary+cover,
t_w
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int(cover / max_mesh_Size + 1),
int(t_w / max_mesh_Size + 1),
XDistTo2ndBoundary + l_boundary - cover,
0,
XDistTo2ndBoundary + l_boundary,
t_w
))
# Top and Bottom
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int((l_boundary - 2 * cover) / max_mesh_Size + 1),
int(cover / max_mesh_Size + 1),
cover, 0, l_boundary - cover, cover
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int((l_boundary - 2 * cover) / max_mesh_Size + 1),
int(cover / max_mesh_Size + 1),
cover, t_w - cover, l_boundary - cover, t_w
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int((l_boundary - 2 * cover) / max_mesh_Size + 1),
int(cover / max_mesh_Size + 1),
XDistTo2ndBoundary + cover, 0, XDistTo2ndBoundary + l_boundary - cover, cover
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int((l_boundary - 2 * cover) / max_mesh_Size + 1),
int(cover / max_mesh_Size + 1),
XDistTo2ndBoundary + cover, t_w - cover,
XDistTo2ndBoundary + l_boundary - cover,
t_w
))
#Web
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int((l_w - 2. * l_boundary) / max_mesh_Size + 1),
int(t_w / max_mesh_Size + 1),
l_boundary,
0,
XDistTo2ndBoundary,
t_w
))
# Boundary Reinf.
import numpy as np
spacing = np.linspace(0,l_boundary-2.*cover, len(bound_reinf_layout))
for i in range(len(bound_reinf_layout)):
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Layer.Straight(SteelConfined,
bound_reinf_layout[i],
np.pi*(bound_reinf_size/8./2.)**2.,
cover + spacing[i],
cover,
cover + spacing[i],
t_w - cover
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Layer.Straight(SteelConfined,
bound_reinf_layout[i],
np.pi * (
bound_reinf_size / 8. / 2.) ** 2.,
XDistTo2ndBoundary + cover + spacing[i],
cover,
XDistTo2ndBoundary + cover + spacing[i],
t_w - cover
))
no_web_bars = int((l_w - 2.*l_boundary)/web_reinf_spacing)+1-2
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Layer.Straight(SteelUncofined,
no_web_bars,
np.pi * (
web_reinf_size / 8. / 2.) ** 2.,
l_boundary + web_reinf_spacing,
cover,
XDistTo2ndBoundary - web_reinf_spacing,
cover
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Layer.Straight(SteelUncofined,
no_web_bars,
np.pi * (
web_reinf_size / 8. / 2.) ** 2.,
l_boundary + web_reinf_spacing,
t_w - cover,
XDistTo2ndBoundary - web_reinf_spacing,
t_w - cover
))
FiberSection = OpenSeesAPI.Model.Element.Material.Section.FiberSection(OSDatabase.GetFreeMaterialId(1,1), Fibers)
OSDatabase.AddMaterial(FiberSection)
#Add Shear
Section = OpenSeesAPI.Model.Element.Material.Section.Aggregator(OSDatabase.GetFreeMaterialId(1,1), [ShearElastic], ['Vy'], FiberSection)
OSDatabase.AddMaterial(Section)
Sections.append(Section)
return Sections
def ComputePlanarShearWallFiberSectionDispBased(OSDatabase, l_w, t_w, l_boundary, cover,
bound_reinf_layout = [3,3,3,3,3,3,3],
bound_reinf_size = 4 , web_reinf_spacing = 6, web_reinf_size = 2,
fpc = 6, fy = 60, fu = 90, tie_spacing = 2, tie_size = 2.,
no_ties_x = 7, no_ties_y = 2,
max_mesh_Size=3, NoOfIntPoints = 5, h = 48, GfcOfpc=0.56,
GfccOGfc=2.0, fy_hoop=70.2, eps_ult_be=0.12,
web_bars_no = None, web_tie_no = None,
web_tie_spacing = None,
web_bar_near_boundary=None):
import OpenSeesAPI
import numpy as np
L_ip = np.ones(NoOfIntPoints)
# Axial according to Pugh
s_bar_x = (l_boundary-2.*cover-tie_spacing/8.)/(len(bound_reinf_layout)-1)
s_bar_y = (t_w-2.*cover-tie_spacing/8.)/np.mean(bound_reinf_layout)
A_tie = np.pi*(tie_size/8./2.)**2.
ConcConfinedAllIP = []
UnconfinedConcAllIP = []
WebConfinedConcAllIP = []
SteelConfinedAllIP = []
SteelUnconfinedAllIP = []
SteelWebConfinedAllIP = []
for i in range(len(L_ip)):
UnconfinedConcAllIP.append(GetPughUnconfinedConcreteMaterial(OSDatabase, fpc, L_ip[i]*h, GfcOfpc=GfcOfpc))
if web_tie_no != None:
b_x = l_w - l_boundary*2.
b_y = t_w - 2. * cover - tie_size / 8.
WebConfinedConcAllIP.append(
GetPughConfinedConcreteMaterial(OSDatabase, fpc, b_x, b_y,
b_x / (web_tie_no + 1.), b_y,
web_tie_spacing, web_tie_spacing, fy, A_tie, web_tie_no,
2., L_ip[i] * h, GfcOfpc=GfcOfpc, GfccOGfc=GfccOGfc,
fy_hoop=fy_hoop))
else:
WebConfinedConcAllIP.append(UnconfinedConcAllIP[-1])
if no_ties_x == 0:
ConcConfinedAllIP.append(UnconfinedConcAllIP[-1])
else:
ConcConfinedAllIP.append(GetPughConfinedConcreteMaterial(OSDatabase, fpc, l_boundary - 2.*cover - tie_size/8., t_w - 2.*cover - tie_size/8., s_bar_x, s_bar_y,
tie_spacing, tie_spacing, fy, A_tie, no_ties_x,
no_ties_y, L_ip[i]*h, GfcOfpc=GfcOfpc, GfccOGfc=GfccOGfc, fy_hoop=fy_hoop))
ecu_Confined = ConcConfinedAllIP[-1]._ecu
ecu_Unconfined = UnconfinedConcAllIP[-1]._ecu
SteelConfinedAllIP.append(GetPughSteel02Material(OSDatabase, fy, fu,
L_ip[i]*h,
ecu_Confined,
eps_ult_exp=eps_ult_be,
Regularize=False))
SteelUnconfinedAllIP.append(GetPughSteel02Material(OSDatabase, fy, fu,
L_ip[i]*h,
ecu_Unconfined,
eps_ult_exp=eps_ult_be,
Regularize=False))
if web_tie_no != None:
SteelWebConfinedAllIP.append(GetPughSteel02Material(OSDatabase, fy, fu,
L_ip[i] * h,
WebConfinedConcAllIP[-1]._ecu,
eps_ult_exp=eps_ult_be,
Regularize=False))
else:
SteelWebConfinedAllIP.append(SteelUnconfinedAllIP[-1])
# Shear
# Define Elastic Spring for Shear
Ec = 57. * (fpc * 1000)**.5
Mu = 0.15
Gc = Ec / (2. * (1. + Mu))
Geff = 0.1 * Gc # assume 10% of elastic shear modulus per Oyen (2006)
ks = 5. / 6. # reduction factor for shear area per Pugh (2012)
Eg = Geff * ks * l_w * t_w
ShearElastic = OpenSeesAPI.Model.Element.Material.UniaxialMaterial.Elastic(OSDatabase.GetFreeMaterialId(1, 1), Eg)
OSDatabase.AddMaterial(ShearElastic)
Sections = []
for j in range(len(L_ip)):
if web_tie_no != None:
ConcConfined = ConcConfinedAllIP[j]
ConcUncofined = WebConfinedConcAllIP[j]
SteelConfined = SteelConfinedAllIP[j]
SteelUncofined = SteelWebConfinedAllIP[j]
else:
ConcConfined = ConcConfinedAllIP[j]
ConcUncofined = UnconfinedConcAllIP[j]
SteelConfined = SteelConfinedAllIP[j]
SteelUncofined = SteelUnconfinedAllIP[j]
Fibers = []
#Confined
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcConfined,
int((l_boundary - 2 * cover)/max_mesh_Size + 1),
int((t_w-2*cover)/max_mesh_Size + 1),
cover, cover, l_boundary-cover, t_w-cover
))
XDistTo2ndBoundary = l_w-l_boundary
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcConfined,
int((l_boundary - 2 * cover) / max_mesh_Size + 1),
int((t_w - 2 * cover) / max_mesh_Size + 1),
cover + XDistTo2ndBoundary, cover, XDistTo2ndBoundary + l_boundary - cover, t_w - cover
))
#Unconfined
#Left and Right Covers
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int(cover / max_mesh_Size + 1),
int(t_w / max_mesh_Size + 1),
0, 0, cover, t_w
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int(cover / max_mesh_Size + 1),
int(t_w / max_mesh_Size + 1),
l_boundary - cover, 0, l_boundary, t_w
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int(cover / max_mesh_Size + 1),
int(t_w / max_mesh_Size + 1),
XDistTo2ndBoundary,
0,
XDistTo2ndBoundary+cover,
t_w
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int(cover / max_mesh_Size + 1),
int(t_w / max_mesh_Size + 1),
XDistTo2ndBoundary + l_boundary - cover,
0,
XDistTo2ndBoundary + l_boundary,
t_w
))
# Top and Bottom
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int((l_boundary - 2 * cover) / max_mesh_Size + 1),
int(cover / max_mesh_Size + 1),
cover, 0, l_boundary - cover, cover
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int((l_boundary - 2 * cover) / max_mesh_Size + 1),
int(cover / max_mesh_Size + 1),
cover, t_w - cover, l_boundary - cover, t_w
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int((l_boundary - 2 * cover) / max_mesh_Size + 1),
int(cover / max_mesh_Size + 1),
XDistTo2ndBoundary + cover, 0, XDistTo2ndBoundary + l_boundary - cover, cover
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int((l_boundary - 2 * cover) / max_mesh_Size + 1),
int(cover / max_mesh_Size + 1),
XDistTo2ndBoundary + cover, t_w - cover,
XDistTo2ndBoundary + l_boundary - cover,
t_w
))
#Web
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Patch.Rect(ConcUncofined,
int((l_w - 2. * l_boundary) / max_mesh_Size + 1),
int(t_w / max_mesh_Size + 1),
l_boundary,
0,
XDistTo2ndBoundary,
t_w
))
# Boundary Reinf.
import numpy as np
spacing = np.linspace(0,l_boundary-2.*cover, len(bound_reinf_layout))
for i in range(len(bound_reinf_layout)):
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Layer.Straight(SteelConfined,
bound_reinf_layout[i],
np.pi*(bound_reinf_size/8./2.)**2.,
cover + spacing[i],
cover,
cover + spacing[i],
t_w - cover
))
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Layer.Straight(SteelConfined,
bound_reinf_layout[i],
np.pi * (
bound_reinf_size / 8. / 2.) ** 2.,
XDistTo2ndBoundary + cover + spacing[i],
cover,
XDistTo2ndBoundary + cover + spacing[i],
t_w - cover
))
if web_bar_near_boundary == None:
web_bar_near_boundary = False
if web_bars_no == None:
no_web_bars = np.round((l_w - 2.*l_boundary)/web_reinf_spacing)-1
else:
no_web_bars = web_bars_no
if web_bar_near_boundary:
web_reinf_spacing = (l_w - 2.*l_boundary + 2* cover) / (no_web_bars - 1.)
else:
web_reinf_spacing = (l_w - 2. * l_boundary + 2 * cover) / (no_web_bars + 1.)
if web_bar_near_boundary:
Fibers.append(OpenSeesAPI.Model.Element.Material.Section.FiberSection.Layer.Straight(SteelUncofined,
no_web_bars,
np.pi * (
web_reinf_size / 8. / 2.) ** 2.,
l_boundary,