-
Notifications
You must be signed in to change notification settings - Fork 1
/
Copy pathrc_beamdsgn_base.py
308 lines (275 loc) · 11.7 KB
/
rc_beamdsgn_base.py
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
176
177
178
179
180
181
182
183
184
185
186
187
188
189
190
191
192
193
194
195
196
197
198
199
200
201
202
203
204
205
206
207
208
209
210
211
212
213
214
215
216
217
218
219
220
221
222
223
224
225
226
227
228
229
230
231
232
233
234
235
236
237
238
239
240
241
242
243
244
245
246
247
248
249
250
251
252
253
254
255
256
257
258
259
260
261
262
263
264
265
266
267
268
269
270
271
272
273
274
275
276
277
278
279
280
281
282
283
284
285
286
287
288
289
290
291
292
293
294
295
296
297
298
299
300
301
302
303
304
305
306
307
import math
import numpy as np
from rc_recbeamcal_base import math2, cal_recbeam_Mn,cal_phi,cal_effectived_beta
from rc_tbeamcal_base import cal_effective_width,math2
def beam_dsgn_button_clicked(data):
try :
B=float(data.width.text())
D=float(data.depth.text())
hf=float(data.hf.text())
length=float(data.length.text())
Sn=float(data.Sn.text())
BeamCondition=data.beam_condition.currentText()
fy=float(data.fy.text())
fc=float(data.fc.text())
Mu_left_minus=float(data.Mu_left_minus.text())
Mu_mid_minus=float(data.Mu_mid_minus.text())
Mu_rght_minus=float(data.Mu_rght_minus.text())
Mu_left_plus=float(data.Mu_left_plus.text())
Mu_mid_plus=float(data.Mu_mid_plus.text())
Mu_rght_plus=float(data.Mu_rght_plus.text())
Mu=[Mu_left_minus,Mu_left_plus,
Mu_mid_minus,Mu_mid_plus,
Mu_rght_minus,Mu_rght_plus]
Vu_left=float(data.Vg_left.text())
Vu_mid=float(data.Vg_mid.text())
Vu_rght=float(data.Vg_rght.text())
Vg=[Vu_left,Vu_mid,Vu_rght]
#initial設計參數
d=D-7 #cm
dd=7 #cm
stirrup_num=2
stirrup_d=1.27 #cm
#計算有效翼寬
be=cal_effective_width(BeamCondition,B,Sn,hf,length)
#配筋設計
As_dsgn=[]
Ass_dsgn=[]
#計算拉筋應變=0.005時所能提供的彎矩
[phiMn_rec_tcs,rec_As1]=cal_rec_tensioncontrol_single_Mnmax(B,d,fc,fy)
[phiMn_T_tcs,T_As1]=cal_t_tensioncontrol_single_Mnmax(B,d,hf,be,fc,fy)
for i in range(6) :
if i%2==0 :
#負彎矩
input=[rec_As1,phiMn_rec_tcs,'矩形']
else :
#正彎矩
if data.CTbeam=='no' :
input=[rec_As1,phiMn_rec_tcs,'矩形']
else :
input=[T_As1,phiMn_T_tcs,'T形']
[As_dsgn_sg,Ass_dsgn_sg]=dsgn_beam_As(B,d,dd,be,hf,fc,fy,input[0],Mu[i],input[1],input[2])
As_dsgn.append(As_dsgn_sg)
Ass_dsgn.append(Ass_dsgn_sg)
As_final=[]
#最小鋼筋量
As_min=max(0.8*fc**0.5/fy*B*D,14/fy*B*D) #cm2
#考慮耐震梁限制
As_seismic1=max(As_dsgn[0],As_dsgn[4])/4
for i in range(6) :
if i%2==0 :
As_final.append(max(As_dsgn[i],Ass_dsgn[i+1],As_min,As_seismic1))
else :
As_final.append(max(Ass_dsgn[i-1],As_dsgn[i],As_min,As_seismic1))
#耐震梁規範
As_final[1]=max(As_final[1],As_final[0]/2)
As_final[5]=max(As_final[5],As_final[4]/2)
#根據所需鋼筋量進行配筋
########Design Strategy###########
[barchart,barinfo]=BarDsgn(data,max(As_final))
if barinfo['#8'][3] <=1.4*barinfo['#8'][2] :
choose_bar='#8'
elif barinfo['#9'][3] <= 1.4*barinfo['#9'][2] :
choose_bar='#9'
else :
choose_bar='#10'
dsgn_barnum=[]
arrange=[]
for i in range(6) :
dsgn_barnum.append(math.ceil(As_final[i]/barinfo[choose_bar][1]))
arrange.append('雙排') if dsgn_barnum[i]>barinfo[choose_bar][2] else arrange.append('單排')
#檢核彎矩強度與最外鋼筋拉應變限制
[phiMn_all,et_all,bar_ratio]=CheckMratio(barinfo,choose_bar,dsgn_barnum,arrange,B,D,fc,fy)
#剪力需求計算
Mpr=cal_Mpr(barinfo,choose_bar,dsgn_barnum,arrange,B,D,fc,fy) #tf-m
Vsway=[(Mpr[0]+Mpr[3])/(length/100),(Mpr[1]+Mpr[2])/((length-B)/100)] #tf 假設柱尺寸=梁寬
Ve1=max(abs(Vg[0]+Vsway[0]),abs(Vg[0]-Vsway[1]))
Ve2=max(abs(Vg[2]-Vsway[0]),abs(Vg[2]+Vsway[1]))
Ve=max(Ve1,Ve2)
#剪力鋼筋設計(已考慮耐震特別規範)
s_dsgn_all=[0,0] #mm
choose_stirrup=['#3','#3']
stir_result=['none','none']
choose_stirrup_num=[2,2]
#塑鉸區
if max(Vsway) > 0.5*Ve : #假設梁受軸力很小
# Av=stirrup_num*math.pi*stirrup_d**2/4 #cm2
# s_hinge_req=Av*(fy/1000)*d/(Ve/0.75)*10 #mm
Vc=0.53*fc**0.5*B*d/1000 #tf
[choose_stirrup[0],choose_stirrup_num[0],s_hinge_req,stir_result[0]]=Stirrup_Dsgn(Ve+0.75*Vc,fc,fy,B,d,barinfo)
else :
[choose_stirrup[0],choose_stirrup_num[0],s_hinge_req,stir_result[0]]=Stirrup_Dsgn(Ve,fc,fy,B,d,barinfo)
s_min=min(d/4,15,6*barinfo[choose_bar][0]) #cm
s_hinge_dsgn=min(s_min*10,s_hinge_req) #mm
s_hinge_dsgn=math.floor(s_hinge_dsgn/25)*25 #mm
s_dsgn_all[0]=s_hinge_dsgn #mm
#非塑鉸區
Vu_nhinge=Vg[1]+max(Vsway)
[choose_stirrup[1],choose_stirrup_num[1],s_dsgn_all[1],stir_result[1]]=Stirrup_Dsgn(Vu_nhinge,fc,fy,B,d,barinfo)
#伸展長度計算
dvlpmnt_length=cal_development_length(fc,fy,barinfo,choose_bar)
#結果輸出
location=['左端負彎矩','左端正彎矩','中央負彎矩','中央正彎矩','右端負彎矩','右端正彎矩']
location2=['左端剪力 :','中央剪力 :','右端剪力 :']
result1=''
result2='塑鉸區剪力需求 Vu= '+str(round(Ve,2))+' tonf\n'+'非塑鉸區剪力需求 Vu= '+str(round(Vu_nhinge,2))+' tonf\n'
for i in range(6) :
result1=(result1+str(i+1)+'. '+location[i]+': 撓曲鋼筋設計 '+str(dsgn_barnum[i])+'-'+str(choose_bar)+' ('
+str(arrange[i])+'), '+'\u03d5 Mn= '+str(round(phiMn_all[i],2))+' tf-m, '
+'\u03b5 t= '+str(round(et_all[i],5)) +', 鋼筋比 \u03c1= '+str(round(bar_ratio[i],3))+'\n')
x=[0,1,0]
for i in range(len(x)) :
result2=(result2+location2[i]+stir_result[x[i]]+'\n')
result=(result1+result2)
data.textBrowser.setText(result)
#畫圖
data.rcbeamdsgnwidget.rcbeamdsgndraw_info(data,choose_bar,dsgn_barnum,s_dsgn_all,choose_stirrup,choose_stirrup_num,barinfo)
except :
data.textBrowser.setText('Please input the parameters')
def dsgn_beam_As(B,d,dd,be,hf,fc,fy,As1,Mu,phiMn_tcs,shape) :
#拉控斷面配筋法
if Mu>phiMn_tcs :
#雙筋
Mn2_req=(Mu-phiMn_tcs)/0.9
Ass_dsgn=Mn2_req*1000*100/(d-dd)/(fy-0.85*fc) #cm2
As2=Mn2_req*1000*100/(d-dd)/fy
As_dsgn=As1+As2
else :
#單筋
Mn_req=Mu/0.9
if shape=='矩形' :
As_dsgn=dsgn_recbeam_single_As(B,d,fc,fy,Mn_req)
elif shape=='T形' :
As_dsgn=dsgn_tbeam_single_As(B,d,be,hf,fc,fy,Mn_req)
Ass_dsgn=0
return As_dsgn, Ass_dsgn
def dsgn_recbeam_single_As(B,d,fc,fy,Mn_req) :
#前提拉筋要降伏
m=fy/(0.85*fc)
Rn=Mn_req*1000*100/(B*d**2)
rho_req=1/m*(1-(1-2*m*Rn/fy)**0.5)
As_req=rho_req*B*d
return As_req
def dsgn_tbeam_single_As(B,d,be,hf,fc,fy,Mn_req) :
Mn_dot=0.85*fc*be*hf*(d-hf/2)/1000/100 #tf-m
if Mn_req>Mn_dot :
Mn1=0.85*fc*(be-B)*hf*(d-hf/2)/1000/100
Mn2=Mn_req-Mn1
matha=0.85*fc*B/2
mathb=-0.85*fc*B*d
mathc=Mn2*1000*100
a=min(math2(matha,mathb,mathc))
As_req=0.85*fc*((be-B)*hf+B*a)/fy
else :
As_req=dsgn_recbeam_single_As(be,d,fc,fy,Mn_req)
return As_req
def cal_rec_tensioncontrol_single_Mnmax(B,d,fc,fy) :
c=3/8*d #cm
#計算beta1值
beta=0.85 if fc <= 280 else max(0.65,0.85-0.05/70*(fc-280))
a=beta*c #cm
phiMn=0.9*0.85*fc*B*a*(d-a/2)/1000/100 #tf-m
As=0.85*fc*B*a/fy #cm2
return phiMn,As
def cal_t_tensioncontrol_single_Mnmax(B,d,hf,be,fc,fy):
c=3/8*d #cm
#計算beta1值
beta=0.85 if fc <= 280 else max(0.65,0.85-0.05/70*(fc-280))
a=beta*c #cm
if a<=hf :
phiMn=0.9*0.85*fc*be*a*(d-a/2)/1000/100 #tf-m
As=0.85*fc*be*a/fy #cm2
else :
Mn1=0.85*fc*B*a*(d-a/2)/1000/100 #tf-m
Mn2=0.85*fc*(be-B)*hf*(d-hf/2)/1000/100 #tf-m
phiMn=0.9*(Mn1+Mn2)
As=0.85*fc*(B*a+(be-B)*hf)/fy #cm2
return phiMn,As
def BarDsgn(data,As):
B=float(data.width.text())
#1st:直徑 2nd:面積 3rd:單排最大容許 4th:需要幾根
barinfo={'#3':[0.953,0.7133,0,0], '#4':[1.27,1.267,0,0], '#5':[1.588,1.986,0,0],
'#6':[1.905,2.865,0,0], '#7':[2.223,3.871,0,0],'#8':[2.54,5.067,0,0],
'#9':[2.865,6.469,0,0],'#10':[3.226,8.143,0,0],'#11':[3.581,10.07,0,0]}
barchart=['#3', '#4','#5','#6','#7', '#8','#9','#10','#11']
for i in range(len(barchart)) :
cleardb_h=1.5*max(2.5,barinfo[barchart[i]][0]) if data.cnstrctblty=='yes' else max(2.5,barinfo[barchart[i]][0])
barinfo[barchart[i]][2]=max(0,math.floor((B-8-2.54+cleardb_h)/(barinfo[barchart[i]][0]+cleardb_h)))
barinfo[barchart[i]][3]=math.ceil(As/ barinfo[barchart[i]][1])
return barchart,barinfo
def CheckMratio(barinfo,choose_bar,dsgn_barnum,arrange,B,D,fc,fy) :
phiMn_all=[]
et_all=[]
bar_ratio=[]
for i in range(6) :
bard=barinfo[choose_bar][0]
barA=barinfo[choose_bar][1]
BarNumCal=dsgn_barnum[i//2*2:i//2*2+2]
arrange_use=arrange[i//2*2:i//2*2+2]
BarNumMax_PerRow=[barinfo[choose_bar][2],barinfo[choose_bar][2]]
if i%2==1 :
BarNumCal=list(reversed(BarNumCal))
arrange_use=list(reversed(arrange_use))
[d,dt,dd,beta]=cal_effectived_beta(arrange_use,D,4,bard,bard,fc,barinfo['#4'][0],
BarNumCal,BarNumMax_PerRow)
[Asy,result0,c,Cc,Cs,Mn]=cal_recbeam_Mn(dd,fc,beta,B,d,fy,BarNumCal[1]*barA,BarNumCal[0]*barA)
[es,et,result1,result2,phi]=cal_phi(c,d,dt)
phiMn_all.append(phi*Mn)
et_all.append(et)
bar_ratio.append(dsgn_barnum[i]*barinfo[choose_bar][1]/B/d)
return phiMn_all,et_all,bar_ratio
def Stirrup_Dsgn(Vu,fc,fy,B,d,barinfo) :
#無軸壓
Vc=0.53*fc**0.5*B*d/1000 #tf
Vs_req=max(0,Vu/0.75-Vc)
Av_s_req=Vs_req*1000/(fy*d) #cm
Av_s_max=4*Vc*1000/(fy*d) #cm
if Av_s_req>Av_s_max :
Av_s_req=Av_s_max
stir_result='剪力筋強度需求超過4Vc，請放大梁寬'
else :
stir_result='剪力筋強度需求滿足限制，無須調整梁寬'
########Design Strategy############
stirrup_num=2
if Av_s_req<=0.071 : # #3@200mm 單箍
choose_stirrup='#3'
elif Av_s_req<=0.254 : # #4@100m 單箍
choose_stirrup='#4'
elif Av_s_req<=0.398 : #5@100m 單箍
choose_stirrup='#5'
else :
choose_stirrup='#5'
stirrup_num=4
Av=stirrup_num*barinfo[choose_stirrup][1] #cm2
if Av_s_req==0 :
s_req=600 #mm
else :
s_req=Av/Av_s_req*10 #mm
if Vs_req<=2*Vc :
s_max=min(d/2,60)
else :
s_max=min(d/4,30)
s_dsgn=min(s_req,s_max*10) #mm
s_dsgn=math.floor(s_dsgn/25)*25 #mm
return choose_stirrup,stirrup_num,int(s_dsgn),stir_result
def cal_Mpr(barinfo,choose_bar,dsgn_barnum,arrange,B,D,fc,fy) :
#以單筋矩形梁計算Mpr
Mpr=[]
for i in [0,1,4,5] :
bard=barinfo[choose_bar][0]
barA=barinfo[choose_bar][1]
As=dsgn_barnum[i]*barA
BarNumCal=[dsgn_barnum[i],0]
arrange_use=[arrange[i],'單排']
BarNumMax_PerRow=[barinfo[choose_bar][2],barinfo[choose_bar][2]]
[d,dt,dd,beta]=cal_effectived_beta(arrange_use,D,4,bard,bard,fc,barinfo['#4'][0],
BarNumCal,BarNumMax_PerRow)
a=1.25*fy*As/(0.85*fc*B) #cm
Mpr.append(1.25*fy*As*(d-a/2)/100/1000) #tf-m
return Mpr
def cal_development_length(fc,fy,barinfo,choose_bar) :
Psi_e=1.3 #頂層鋼筋修正
Psi_t=1 #鋼筋塗佈修正
lumbda=1.0 #輕質骨材混凝土修正
dvlpmnt_length=max(0.19*barinfo[choose_bar][0]*fy*Psi_e*Psi_t*lumbda/(fc**0.5),30)
return dvlpmnt_length