Cálculo de Armadura de Cisalhamento em Vigas

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kfd FF 
 
vigas com estribos verticais - modelo I vigas com estribos verticais - modelo II 






3Rd
2Rd
Sd
V
V
V
 
dbf27,0V wcd2v2Rd 
 
MPaemf
250
f
1 ck
ck
2v 
 
swc3Rd VVV 
 
dbf6,0V wctdc 
 
 
















MPa50f
f11,01ln484,1
MPa50f
f21,0
f
ck
c
ck
ck
c
3 2
ck
ctd
 
ywd
sw
sw fd9,0
s
A
V 






 
MPa435
f
f
s
yk
ywd 


 
ywk
m,ct
w
sw
sw
f
f
2,0
sb
A

 
 








MPa50ff11,01ln12,2
MPa50ff3,0
f
ckck
ck
3 2
ck
m,ct
 
MPa500ff ykywk 
 






3Rd
2Rd
Sd
V
V
V
 
 cossendbf54,0V wcd2v2Rd
 
MPaemf
250
f
1 ck
ck
2v 
 
 4530
 
swc3Rd VVV 
 
0c
0c2Rd
Sd2Rd
0cc V
VV
VV
VV 










 
dbf6,0V wctd0c 
 
 
















MPa50f
f11,01ln484,1
MPa50f
f21,0
f
ck
c
ck
ck
c
3 2
ck
ctd
 






 cotfd9,0
s
A
V ywd
sw
sw
 
MPa435
f
f
s
yk
ywd 


 
ywk
m,ct
w
sw
sw
f
f
2,0
sb
A

 
 








MPa50ff11,01ln12,2
MPa50ff3,0
f
ckck
ck
3 2
ck
m,ct
 
MPa500ff ykywk 
 
10
b
mm5 wt 
 











cm30
d6,0
minscm767,0
V
V
2Rd
Sd
 











cm20
d3,0
minscm767,0
V
V
2Rd
Sd
 
deslocamento de diagrama 
vigas com estribos verticais - modelo I vigas com estribos verticais - modelo II 
  
















d
d5,0
VV
V
2
d
a
cmax,Sd
max,Sd

 
cmax,Sd VVda 
 
 gcotd5,0a
 
 4530
 
 
 
 sen cos cot 
30º 0,500 0,866 1,732 
35º 0,574 0,819 1,428 
40º 0,643 0,766 1,192 
45º 0,707 0,707 1,000 
 
d 
a  2d 
d/2 
d 
diagrama VSd para 
cálculo da armadura 
de cisalhamento 
diagrama VSd para 
cálculo da armadura 
de cisalhamento 
VSd 






d2
a
VSd