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col.py
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col.py
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#! /Users/tsuno/.pyenv/shims/python3
# -*- coding: utf-8 -*-
import matplotlib.pyplot as plt
import matplotlib.patches as patches
from matplotlib.ticker import ScalarFormatter
import openpyxl
#from openpyxl.utils import get_column_letter # 列幅の指定 2020/05/27
import numpy as np
import pandas as pd
import rc
########################################################################
# 柱、MN計算
class col():
def __init__(self,fc,fy,b,dd,nx,ny,dtx,dty,dia,\
lfc,sfc,lfy,sfy,alpha):
# 2022.05.31 addtional for permissible capacity
# lfc,sf,lfy,sfy/ long & short term permissible stress
# alpha: multiple factor to the fy
self.lfc = lfc
self.sfc = sfc
self.lfy = lfy
self.sfy = sfy
self.alpha = alpha
# set parameter
self.eps = 10 ** (-2)
self.fc = fc
self.fy = fy * self.alpha
self.b = b
self.dd = dd
self.nx = np.array(nx)
self.ny = np.array(ny)
self.dtx = np.array(dtx)
self.dty = np.array(dty)
self.dia = dia
# initial cal
self.area = rc.rfc().rA(dia) # bar area
# make bar postion
self.xs = []
self.ys = []
for i in range(0,len(nx)):
self.bar_pos(nx[i],ny[i],dtx[i],dty[i])
# calculation of steel bar inersia
xb = np.array(self.xs) - self.b
yb = np.array(self.ys) - self.dd
six = np.sum(xb**2) * self.area
siy = np.sum(yb**2) * self.area
szx = six / ( np.max(xb) - np.min(xb) )
szy = siy / ( np.max(yb) - np.min(yb) )
#print(six,siy)
#print(szx,szy)
self.six = six
self.siy = siy
self.szx = szx
self.szy = szy
"""
print(self.xs,self.ys)
plt.scatter(self.xs,self.ys)
plt.show()
"""
self.ag = len(self.xs) * self.area
#print(self.atx,self.nwx,self.aty,self.nwy)
# yang modulus
if self.fc <= 27: self.yn = 15.0
elif 27 < self.fc and self.fc <= 36: self.yn = 13.0
elif 48 < self.fc and self.fc <= 48: self.yn = 11.0
else: self.yn = 9.0
# aci parameter
self.eu = 0.003
if fc > 28.0:
self.k1 = 0.85 - 0.05 * (fc * 10 - 280) / 70
if self.k1 < 0.65: self.k1 = 0.65
else:
self.k1 = 0.85
self.k2 = self.k1 / 2.0
self.k3 = 0.85
# Check print out
"""
print("# Column obj")
print("## fc, fy, n =", self.fc,", ",self.fy,", ",self.yn)
print("## B x D =", self.b," x ",self.dd)
print("## ",len(self.xs),"-D",self.dia)
"""
########################################################################
# for deep learning
def feature(self):
return\
self.six, self.siy,\
self.szx, self.szy, self.ag
########################################################################
# for set_column
def bar_pos(self,nx,ny,dtx,dty):
delx = ( self.b - 2.0 * dtx ) / (nx-1.0)
dely = ( self.dd - 2.0 * dty ) / (ny-1.0)
for i in range(0,nx):
self.xs.append( dtx + i * delx )
self.ys.append( dty )
for i in range(0,nx):
self.xs.append( dtx + i * delx )
self.ys.append( self.dd - dty )
for i in range(0,ny-2):
self.xs.append( dtx )
self.ys.append( dty + (i+1) * dely )
for i in range(0,ny-2):
self.xs.append( self.b - dtx )
self.ys.append( dty + (i+1) * dely )
########################################################################
# 中立軸の位置から軸力を求める。
def narc(self, b, dd, xn, fc, ft, pos, area):
# init
####################
d = np.max(pos)
dc = np.min(pos)
aw = area
csigc = fc
ssigc = self.yn * fc * (xn - dc) / xn
ssigt = self.yn * fc * (xn - d) / xn
if abs(ssigt) > abs(ssigc):
if abs(ssigt) > ft:
if ssigt < 0 : ssigt = -ft
if ssigt >= 0 : ssigt = ft
csigc = ssigt * xn
csigc = csigc / self.yn / (xn - d)
ssigc = self.yn * csigc * (xn - dc) / xn
else:
if abs(ssigc) > ft :
if ssigc < 0 : ssigc = -ft
if ssigc >= 0 : ssigc = ft
csigc = ssigc * xn
csigc = csigc / self.yn / (xn - dc)
ssigt = self.yn * csigc * (xn - d) / xn
# Concrete
nac = 1 / 2 * b * csigc * xn
if xn > dd:
csigt = (xn-dd)/xn * csigc
#nac = 0.5 * b * csigc * dd
nac = 0.5 * ( csigc + csigt ) * b * dd
# Steel Bar
nas = 0.0
for i in range(0,len(pos)):
nas = nas + aw * self.yn * csigc * ( xn - pos[i] ) / xn
# result
return (nac + nas)/10**3
########################################################################
# 中立軸から曲げモーメントを求める。
def marc(self, b, dd, xn, fc, ft, pos, area, nn):
# init
####################
d = np.max(pos)
dc = np.min(pos)
aw = area
csigc = fc
ssigc = self.yn * fc * (xn - dc) / xn
ssigt = self.yn * fc * (xn - d) / xn
if abs(ssigt) > abs(ssigc) :
if abs(ssigt) > ft :
if ssigt < 0 : ssigt = -ft
if ssigt >= 0 : ssigt = ft
csigc = ssigt * xn
csigc = csigc / self.yn / (xn - d)
ssigc = self.yn * csigc * (xn - dc) / xn
else:
if abs(ssigc) > ft :
if ssigc < 0 : ssigc = -ft
if ssigc >= 0 : ssigc = ft
csigc = ssigc * xn
csigc = csigc / self.yn / (xn - dc)
ssigt = self.yn * csigc * (xn - d) / xn
# Concete
cmc = 1.0 / 6.0 * b * csigc * xn ** 2
if xn > dd:
csigt = (xn-dd)/xn * csigc
#print( csigc, csigt )
cmc = 1.0 / 6.0 * b * ( csigc - csigt ) * dd ** 2 + 1.0/2.0 * csigt * b * dd**2
smt = 0.0
for i in range(0,len(pos)):
smt = smt + ( aw * self.yn * csigc * (xn - pos[i]) / xn) * pos[i]
#print(smw,smt,smc,nn)
#print(nn,-(cmc + smt + 2.0 * smw + smc - nn * self.dd / 2.0 ) / 10**6)
aaa = -(cmc + smt - nn * dd / 2.0 )
return aaa/10**6
########################################################################
# *** M - N
# 軸力から許容曲げモーメントを求める。
# Allowable Bending Moment
def mnarc(self, b, dd, fc, ft, pos, aw, nn):
xn1 = 0.0000001
xn2 = 1.0*self.dd
kk1 = self.narc(b, dd, xn1, fc, ft, pos, aw) - nn
kk2 = self.narc(b, dd, xn2, fc, ft, pos, aw) - nn
for i in range(1,10000):
kk1 = self.narc(b,dd,xn1, fc, ft, pos, aw) - nn
kk2 = self.narc(b,dd,xn2, fc, ft, pos, aw) - nn
if abs(kk2) < self.eps : break;
xn = xn2
xn2 = (kk2 * xn1 - kk1 * xn2) / (kk2 - kk1)
xn1 = xn
xn = xn2
aa = self.marc(b,dd,xn, fc, ft, pos, aw, nn * 1000)
if xn > dd :
aa = 0.0
#print("Cal:i=",i,"xn",xn)
return aa
########################################################################
# 許容曲げ
def ma(self, direction, fc, ft, nn):
if direction == "X":
ma = self.mnarc(self.dd, self.b, fc, ft, self.xs, self.area, nn)
elif direction == "Y":
ma = self.mnarc(self.b, self.dd, fc, ft, self.ys, self.area, nn)
else:
print("err. ma")
return ma
########################################################################
# MN Curve
def mnaGen(self,direction,fc,ft,div):
#ndiv = 10
# init
####################
na = []
ma = []
#xnmax = 1.0 * min( self.b,self.dd )
#xnmax = 2.0 * min( self.b,self.dd )
xnmax = 2.0 * min( self.b,self.dd )
xnmin = 0.001 * min( self.b,self.dd )
#xnmin = max(self.dtx,self.dty)+1.0
delxn = (xnmax - xnmin ) / div
# dir.
####################
pos_a = []
if direction == "X":
pos_a = self.xs
b = self.dd
dd = self.b
elif direction == "Y":
pos_a = self.ys
b = self.b
dd = self.dd
else:
print("err. ma")
# analysis
####################
na.append( self.nca_t(ft)/10**3 )
ma.append( 0.0)
for i in range(0,div):
xn = xnmin + i * delxn
natmp = self.narc( b, dd, xn, fc, ft, pos_a, self.area)
na.append( natmp )
ma.append( self.marc( b, dd, xn, fc, ft, pos_a, self.area, natmp*1000.0) )
na.append( self.nca_c(fc,ft)/10**3 )
ma.append( 0.0)
na = np.array(na)
ma = np.array(ma)
# plot
####################
if __name__ == '__main__':
plt.plot( ma,na, c='black', linewidth=0.5 ,marker=".",label='Allowable')
plt.grid()
plt.show()
return na,ma
########################################################################
# 短期軸耐力
def nca_c(self,fc,ft):
# fc: コンクリート圧縮許容応力度 N/mm2
# ft: 鉄筋圧縮許容応力度 N/mm2
#nca_c = ( self.b * self.dd - self.ag) * fc + self.ag * ft
sigc = fc
sigt = self.yn * sigc
if sigt > ft :
sigc = sigt/self.yn
sigt = ft
nca_c = ( self.b * self.dd -self.ag ) * sigc + self.ag * sigt
return nca_c
def nca_t(self,ft):
nca_t = - self.ag * ft
return nca_t
########################################################################
########################################################################
########################################################################
########################################################################
# ここから終局です
########################################################################
########################################################################
########################################################################
########################################################################
########################################################################
########################################################################
########################################################################
# 終局引張強度
def nu_t(self):
nu_t = -self.ag * self.fy
return nu_t
def nu_c(self):
nu_c = self.k3 * self.fc * (self.b * self.dd - self.ag) + self.ag * self.fy
return nu_c
########################################################################
# 設計軸力に対する曲げ耐力
# by newton method
def mnuaci(self,direction,nd):
# MN
# RC断面の終局曲げ耐力の算定
# ACI
nn = nd * 10**3
fc = self.fc
ee = 2.05*10**5
sigy = self.fy
# init
####################
# aci stress block set
eu = self.eu
k1 = self.k1
k2 = self.k2
k3 = self.k3
# dir.
####################
if direction == "X":
b = self.dd
dd = self.b
pos = self.xs
elif direction == "Y":
b = self.b
dd = self.dd
pos = self.ys
else:
print("err. mnuGen")
#'収斂計算
EPS = 10 ** (-3)
xn1 = 0.00000001
xn2 = 2.0*dd
kk1 = self.nuaci(xn1, fc, eu, k1, k2, k3, ee, sigy,\
b, dd, pos, self.area) - nn
kk2 = self.nuaci(xn2, fc, eu, k1, k2, k3, ee, sigy,\
b, dd, pos, self.area) - nn
for i in range( 0 , 10000):
kk1 = self.nuaci(xn1, fc, eu, k1, k2, k3, ee, sigy,\
b, dd, pos, self.area) - nn
kk2 = self.nuaci(xn2, fc, eu, k1, k2, k3, ee, sigy,\
b, dd, pos, self.area) - nn
if abs(kk2) < EPS: break;
xn = xn2
xn2 = (kk2 * xn1 - kk1 * xn2) / (kk2 - kk1)
if xn2 < 0.0: xn2 = xn1 + 2.0
xn1 = xn
xn = xn2
mnuaci = -self.muaci(xn, fc, eu, k1, k2, k3, ee, sigy,\
b, dd, pos, self.area, nn) / 10 ** 6
if k1 * xn > 2.0*dd: mnuaci = 0.0
if xn < 0.0: mnuaci = 0.0
return mnuaci
########################################################################
# 設計軸力に対する曲げ耐力
# ２分法で求める 2022.03.07
def mnuaci_twoM(self,direction,nd):
# MN
# RC断面の終局曲げ耐力の算定
# ACI
nn = nd * 10**3
fc = self.fc
ee = 2.05*10**5
sigy = self.fy
# init
####################
# aci stress block set
eu = self.eu
k1 = self.k1
k2 = self.k2
k3 = self.k3
# dir.
####################
if direction == "X":
b = self.dd
dd = self.b
pos = self.xs
elif direction == "Y":
b = self.b
dd = self.dd
pos = self.ys
else:
print("err. mnuGen")
#'収斂計算
EPS = 10 ** (-3)
xn1 = 0.00000001
xn2 = 2.0*dd
kk1 = self.nuaci(xn1, fc, eu, k1, k2, k3, ee, sigy,\
b, dd, pos, self.area) - nn
kk2 = self.nuaci(xn2, fc, eu, k1, k2, k3, ee, sigy,\
b, dd, pos, self.area) - nn
for i in range( 0 , 10000):
xn = 0.5 * ( xn1 + xn2 )
kk1 = self.nuaci(xn1, fc, eu, k1, k2, k3, ee, sigy,\
b, dd, pos, self.area) - nn
kk2 = self.nuaci(xn2, fc, eu, k1, k2, k3, ee, sigy,\
b, dd, pos, self.area) - nn
kk = self.nuaci(xn, fc, eu, k1, k2, k3, ee, sigy,\
b, dd, pos, self.area) - nn
if abs(kk) < EPS: break;
if kk*kk1 > 0:
xn1 = xn
else:
xn2 = xn
xn0 = xn
mnuaci = -self.muaci(xn0, fc, eu, k1, k2, k3, ee, sigy,\
b, dd, pos, self.area, nn)\
/ 10 ** 6
if k1 * xn > 2.0*dd: mnuaci = 0.0
if xn < 0.0: mnuaci = 0.0
return mnuaci
########################################################################
# output to exel data
def mn_result_xlsx(self,div,path,sheet_name,wb):
# div: divided num
# path: output file path
# sheet_name: sheet name in excel
# solve
####################
nx, mx = self.mnuGen("X",div)
ny, my = self.mnuGen("Y",div)
# Permissible Stress
nxa, mxa = self.mnaGen("X",self.sfc,self.sfy,div)
nya, mya = self.mnaGen("Y",self.sfc,self.sfy,div)
# fc,fyの設定が外部からアクセスできない
#wb = openpyxl.Workbook(path)
#wb = openpyxl.load_workbook(path)
#ws1 = wb.active
#ws1.title = sheet_name
ws1 = wb.create_sheet(sheet_name)
header1 = ['spec', 'mx','nx','my','ny','mxa','nxa','mya','nya']
for i in range(len(header1)):
ws1.cell(row = 1, column = i + 1).value = header1[i]
for i in range(len(nx)):
# Ultimate
ws1.cell(row= i+2, column = 2 ).value = mx[i]
ws1.cell(row= i+2, column = 3 ).value = nx[i]
ws1.cell(row= i+2, column = 4 ).value = my[i]
ws1.cell(row= i+2, column = 5 ).value = ny[i]
# Permissible
ws1.cell(row= i+2, column = 6 ).value = mxa[i]
ws1.cell(row= i+2, column = 7 ).value = nxa[i]
ws1.cell(row= i+2, column = 8 ).value = mya[i]
ws1.cell(row= i+2, column = 9 ).value = nya[i]
# output specification
ws1.cell(row= 2, column = 1 ).value = self.b
ws1.cell(row= 3, column = 1 ).value = self.dd
ws1.cell(row= 4, column = 1 ).value = self.fc
ws1.cell(row= 5, column = 1 ).value = self.fy
ws1.cell(row= 6, column = 1 ).value = self.dia
ws1.cell(row= 7, column = 1 ).value = len(self.xs)
wb.save(path)
########################################################################
# make model figure by object
def make_model_fig(self,name):
fig2 = plt.figure(figsize=(4/2.54,4/2.54),tight_layout=True)
ax3 = fig2.add_subplot(1,1,1)
ax3.set_aspect('equal')
ax3.axes.xaxis.set_ticks([])
ax3.axes.yaxis.set_ticks([])
ax3.axis("off")
#ax3.set_aspect('equal', adjustable='box')
# for concrete
"""
fib = patches.Rectangle(xy=(0, 0), width=self.b, height=self.dd, \
linewidth="0.5", ec='black',\
color="None", alpha=0.5 )
"""
fib = patches.Rectangle(xy=(0, 0), width=self.b, height=self.dd, \
linewidth="0.5", ec='black',\
color="None")
ax3.add_patch(fib)
# for steel bar
c = []
for i in range(0,len(self.xs)):
c.append(\
patches.Circle(\
xy=(self.xs[i],self.ys[i]),\
radius=self.dia/2.0, ec='black',\
fc='black' ))
for i in range(0,len(self.xs)):
ax3.add_patch(c[i])
ax3.plot()
fig2.savefig(\
"./db/"+name+"_model.png",dpi=300,transparent=True\
)
plt.close(fig2)
########################################################################
# make figure by excel
def make_fig(self,input_file,name):
df_mn = pd.read_excel(input_file, sheet_name=name, engine='openpyxl' )
direction = "XY"
fig = plt.figure(figsize=(12/2.54,6/2.54),tight_layout=True)
if direction == "XY":
limx = max(np.max(df_mn['mx']),np.max(df_mn['my']))*1.2
elif direction == "X":
limx = np.max(df_mn['mx'])*1.2
elif direction == "Y":
limx = np.max(df_mn['my'])*1.2
else:
print("Err. pls, input direction to aft_mn")
if direction != "Y":
ax = fig.add_subplot(1,2,1)
if direction != "X":
ax2 = fig.add_subplot(1,2,2)
########################################################################
# for mun diagram
if direction != "Y":
#ax.set_xlabel('Bending Moment, kN.m',fontsize="8")
#ax.set_ylabel('Axial Force, kN',fontsize="8")
ax.set_xlim(0,limx)
ax.grid()
ax.axhline(y=0,color='black',linewidth=0.5,linestyle='--')
ax.axvline(x=0,color='black',linewidth=0.5,linestyle='--')
ax.spines['right'].set_visible(False)
ax.spines['top'].set_visible(False)
ax.tick_params(labelsize="8")
#ax.set_title("X-dir.",fontsize="9")
#plt.plot( mx,nx, 'black' ,marker=".",label='Ultimate')
#ax.plot( df_mn['mx'],df_mn['nx'], 'black' ,label='_nolegend_')
ax.plot( df_mn['mx'],df_mn['nx'], 'black' ,label='Capacity')
ax.legend(fontsize=8)
ax.legend('upper right')
ax.get_legend().remove()
########################################################################
# for mun diagram
if direction != "X":
#ax2.set_xlabel('Bending Moment, kN.m', loc='left',fontsize="8")
#ax2.set_xlabel('Bending Moment, kN.m', fontsize="8")
#ax2.set_ylabel('Axial Force, kN', fontsize="8",)
#a.set_ylabel('xlabel loc='+str(loc[i])+'', loc=loc[i])
ax2.set_xlim(0,limx)
ax2.grid()
ax2.axhline(y=0,color='black',linewidth=0.5,linestyle='--')
ax2.axvline(x=0,color='black',linewidth=0.5,linestyle='--')
ax2.spines['right'].set_visible(False)
ax2.spines['top'].set_visible(False)
ax2.tick_params(labelsize="8")
#ax2.set_title("Y-dir.",fontsize="9")
#ax2.plot( df_mn['my'],df_mn['ny'], 'black',label='_nolegend_')
ax2.plot( df_mn['my'],df_mn['ny'], 'black',label='Capacity')
ax2.legend(fontsize=8)
ax2.legend('upper right')
ax2.get_legend().remove()
#plt.show()
fig.savefig("./db/"+name+"_mn.png",dpi=300,transparent=True)
#plt.clf()
plt.close(fig)
########################################################################
# plot by matplotlib
def aft_mn(self, direction, div, path):
# nx,mux: axial force & bending moment in x-dir.
# ny,muy: axial force & bending moment in y-dir.
# direction/ "X" : x-dir
# "Y" : y-dir
# "XY" : both dir
if direction == "XY":
nx, mx = self.mnuGen("X",div)
ny, my = self.mnuGen("Y",div)
limx = max(np.max(mx),np.max(my))*1.2
elif direction == "X":
nx, mx = self.mnuGen(direction,div)
limx = np.max(mx)*1.2
elif direction == "Y":
ny, my = self.mnuGen(direction,div)
limx = np.max(my)*1.2
else:
print("Err. pls, input direction to aft_mn")
# plot
####################
#fig = plt.figure(figsize=(8,3))
#fig = plt.figure(figsize=(9,3))
#fig = plt.figure(figsize=(18/2.54,6/2.54))
fig = plt.figure(figsize=(12/2.54,6/2.54),tight_layout=True)
fig2 = plt.figure(figsize=(4/2.54,4/2.54),tight_layout=True)
#fig = plt.figure(figsize=(18/2.54,9/2.54))
# define ax for fig
"""
1 2 3
4 5 6
7 8 9
10 11 12
1 2 3 4
5 6 7 8
1 2 3 4 5 6 7 8 9 10
11 12 11 12 13 14 15 16
17 18 18 19 20 21 22 23
1 2 3
4 5 6
"""
#ax = plt.axes()
if direction != "Y":
#ax = fig.add_subplot(3,3,(2,8))
#ax = fig.add_subplot(1,8,(3,5))
#ax = fig.add_subplot(1,3,2)
ax = fig.add_subplot(1,2,1)
if direction != "X":
#ax2 = fig.add_subplot(3,3,(3,9))
#ax2 = fig.add_subplot(1,8,(6,8))
#ax2 = fig.add_subplot(1,3,3)
ax2 = fig.add_subplot(1,2,2)
#ax3 = fig.add_subplot(4,3,(1,7))
#ax3 = fig.add_subplot(2,3,1)
ax3 = fig2.add_subplot(1,1,1)
########################################################################
# for mun diagram
if direction != "Y":
#ax.set_xlabel('Bending Moment, kN.m',fontsize="8")
#ax.set_ylabel('Axial Force, kN',fontsize="8")
ax.set_xlim(0,limx)
ax.grid()
ax.axhline(y=0,color='black',linewidth=0.5,linestyle='--')
ax.axvline(x=0,color='black',linewidth=0.5,linestyle='--')
ax.spines['right'].set_visible(False)
ax.spines['top'].set_visible(False)
ax.tick_params(labelsize="8")
#ax.set_title("X-dir.",fontsize="9")
#plt.plot( mx,nx, 'black' ,marker=".",label='Ultimate')
ax.plot( mx,nx, 'black' ,label='Ultimate')
ax.legend(fontsize=8)
# test
nd = 0.0
ax.scatter(self.mnuaci("X",nd),nd,marker="D")
nd = 0.3 * np.max(nx)
ax.scatter(self.mnuaci_twoM("X",nd),nd,marker="D")
nd = 0.75 * np.min(nx)
ax.scatter(self.mnuaci_twoM("X",nd),nd,marker="D")
nd = 0.7 * np.max(nx)
ax.scatter(self.mnuaci_twoM("X",nd),nd,marker="D")
#ax.set_aspect('square')
########################################################################
# for mun diagram
if direction != "X":
#ax2.set_xlabel('Bending Moment, kN.m', loc='left',fontsize="8")
#ax2.set_xlabel('Bending Moment, kN.m', fontsize="8")
#ax2.set_ylabel('Axial Force, kN', fontsize="8",)
#a.set_ylabel('xlabel loc='+str(loc[i])+'', loc=loc[i])
ax2.set_xlim(0,limx)
ax2.grid()
ax2.axhline(y=0,color='black',linewidth=0.5,linestyle='--')
ax2.axvline(x=0,color='black',linewidth=0.5,linestyle='--')
ax2.spines['right'].set_visible(False)
ax2.spines['top'].set_visible(False)
ax2.tick_params(labelsize="8")
#ax2.set_title("Y-dir.",fontsize="9")
ax2.plot( my,ny, 'black',label='Ultimate')
ax2.legend(fontsize=8)
####################
# for column shape output
#ax3.spines['right'].set_visible(False)
#ax3.spines['top'].set_visible(False)
#ax3.spines['left'].set_visible(False)
#ax3.spines['bottom'].set_visible(False)
#ax3.axis('scaled')
ax3.set_aspect('equal')
ax3.axes.xaxis.set_ticks([])
ax3.axes.yaxis.set_ticks([])
ax3.axis("off")
#ax3.set_aspect('equal', adjustable='box')
# for concrete
"""
fib = patches.Rectangle(xy=(0, 0), width=self.b, height=self.dd, \
linewidth="0.5", ec='#000000', color="None",\
alpha=0.5 )
"""
fib = patches.Rectangle(xy=(0, 0), width=self.b, height=self.dd, \
linewidth="0.5", ec='black', color="None",\
alpha=0.5 )
ax3.add_patch(fib)
# Steel Bar
c = []
for i in range(0,len(self.xs)):
c.append(\
patches.Circle(\
xy=(self.xs[i],self.ys[i]),\
radius=self.dia/2.0, ec='black', fc='black' ))
for i in range(0,len(self.xs)):
ax3.add_patch(c[i])
ax3.plot()
#plt.tight_layout()
#plt.show()
fig.savefig(path+"_mn.png",dpi=300,transparent=True)
fig2.savefig(path+"_model.png",dpi=300,transparent=True)
#plt.clf()
plt.close(fig)
plt.close(fig2)
########################################################################
# 終局MNカーブの作成
#def mnuGen(self, fc, ee, sigy, b, dd, d, dc, at, ac, nn, nw, aw, code, dt2):
#def mnaGen(self,direction,fc,ft,div):
def mnuGen(self, direction,div):
fc = self.fc
ee = 2.05*10**5
sigy = self.fy
# init
####################
# aci stress block set
eu = self.eu
k1 = self.k1
k2 = self.k2
k3 = self.k3
# parameter set
nu = []
mu = []
#xnmax = 2.0 * min( self.b,self.dd )
xnmax = 2.0 * min( self.b,self.dd )
xnmin = 0.05 * min( self.b,self.dd )
delxn = (xnmax - xnmin ) / div
# dir.
####################
if direction == "X":
b = self.dd
dd = self.b
pos = self.xs
elif direction == "Y":
b = self.b
dd = self.dd
pos = self.ys
else:
print("err. mnuGen")
# analysis
####################
nu.append( self.nu_t())
mu.append( 0.0 )
for i in range(0,div):
xn = xnmin + i * delxn
tmpnu = self.nuaci(xn, fc, eu, k1, k2, k3,\
ee, sigy, b, dd, pos, self.area)
nu.append(tmpnu)
mu.append(\
-self.muaci(xn, fc, eu, k1, k2, k3,\
ee, sigy, b, dd, pos, self.area, tmpnu)\
)
#self.marc( xn, fc, ft, d, dc, self.atx, self.acx, self.nwx, self.aw, na[i]*1000.0) )
nu.append( self.nu_c())
mu.append( 0.0 )
nu = np.array(nu)/10**3 # N to kN
mu = np.array(mu)/10**6 # N.mm to kN.m
return nu,mu
########################################################################
# 鉄筋の復元力特性
def sig2(self, ee, sigy, e):
# Bi-Linearの鉄筋スケルトン
#ひずみから応力度を算出します
ey = sigy / ee
if abs(e) < ey :
sig2 = ee * e
else:
if e > 0.0 :
sig2 = sigy
else:
sig2 = -sigy
return sig2
########################################################################
# ultimate strength
# 中立軸位置から軸力を算出します
# use sig2
def nuaci(self, xn, fc, eu, k1, k2, k3, ee, sigy, b, dd, pos, area):
#d, dc, at, ac, nw, aw, code, dt2):
#d,dc,at,ac,nw,aw,code,dt2 -----> pos, area
#sep :引張り鉄筋の歪
sep = 0.01 # 使ってない、いつかね。
c = k1 * xn
# Concrete
if c > dd :
nuaci = k3 * b * dd * fc;
else:
nuaci = k1 * k3 * b * xn * fc
# steel bar
ns = 0.0
for i in range(0,len(pos)):
e = -eu/xn * pos[i] + eu
if c > pos[i]:
ns = ns + ( self.sig2(ee, sigy, e) - k3*fc ) * area
else:
ns = ns + self.sig2(ee, sigy, e)* area
# axial force
nuaci = nuaci + ns
return nuaci
########################################################################
# 中立軸位置から曲げモーメントを算出します。
def muaci(self,xn, fc, eu, k1, k2, k3, ee, sigy, b, dd, pos, area, nn):
#d, dc, at, ac, nw, aw, nn, code, dt2):
#sep :引張り鉄筋の歪, 使用していない。いつかね。
sep = 0.01
c = k1*xn;
# concrete
if c > dd :
muaci = 0.5* dd**2 * k3 * b * fc;
else:
muaci = k1 * k2 * k3 * b * fc * xn ** 2
# steel bar
ms = 0.0
for i in range(0,len(pos)):
e = -eu/ xn * pos[i] + eu
if c > pos[i]:
ms = ms + (self.sig2(ee, sigy, e) - k3*fc ) * area * pos[i]
else:
ms = ms + self.sig2(ee, sigy, e) * area * pos[i]
# bending moment
muaci = muaci + ms - nn * dd / 2
return muaci
########################################################################
# End of Class
########################################################################
# coded by tsunoppy
# make figure to use excel output data by matplotlib
class Aft_mn():
########################################################################
# init