TRABALHO de CONCRETO
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Acadêmicos: Larissa Martins Santos e Vitor Hugo Santos Ferreira
MenuMenu
Área de Açode Viga Retangular
Área de Açode Viga Retangular
Armadura TransversalArmadura Transversal
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Acadêmicos: Larissa Martins Santos e Vitor Hugo Santos Ferreira
MenuMenu
Área de Açode Viga Retangular
Área de Açode Viga Retangular
Comprimento de AncoragemComprimento de AncoragemArmadura TransversalArmadura Transversal
Área de Açode Viga "Tê"
Área de Açode Viga "Tê"
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Comprimento de AncoragemComprimento de Ancoragem
Área de Açode Viga "Tê"
Área de Açode Viga "Tê"
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Área de Aço de Viga RetangularDados de entrada
Açofyk= 50 kN/cm² fyd=Es= 210 GPa
1.15Concreto
fck= 2.0 kN/cm² fcd=
1.4
Brita
Momento Solicitante
Msk= 15000.00 kN.cm1.4
Msd= 21000.00 kN.cm
Seção Transversalbw= 15.00 cmh= 40.00 cmd= 36.00 cm
d'= 4.00 cm
L= 0.00 m
µ ξLim 2-3 0.1857 0.2590 Lim 2-3
25 0.4266 0.7710 2550 0.3763 0.6280 5060 0.3584 0.5850 60
Brita ø agreg (mm)0 9.51 192 253 38
s=
c
=
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Área de Aço de Viga RetangularCálculo da Área de Aço
µ=43.478261 kN/cm²
Domínio 2-3As(cm²) -
1.428571 kN/cm² ξ -
Área Barra
(mm) (cm²)
10.0 0.785398
µ ξ 12
0.1857 0.25900.4266 0.7710 Armadura de Pele0.3763 0.6280 -0.3584 0.5850 s (cm)= -
Distância entre as barras2.02.0
compres
Aspele (cm²)=
ev (cm)eh (cm)
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Área de Aço de Viga RetangularCálculo da Área de Aço
0.889615 Domínio 4
Domínio 47.576910
8880.401730
12119.598270
8.710961
0.002881
0.00207043.478261
8.710961
16.287871
0.37620.6280
Área Barra
(mm) (cm²)
10.0 0.785398
21
Momento Mínimo4000.00002.2104192.873545
9195.342621
As2(cm²)Msd3-4(kN.cm)
Msd(kN.cm)
As1(cm²)
s'yd
s'
As3(cm²)
As1 + As2
µ3-4
ξ3-4
tração
W0(cm³)fctm(Mpa)
fctk,sup(Mpa)Msd mín(kN.cm)
Voltar ao Menu
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12.000020.000015.0000
s≤
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Área de Aço de Viga TêDados de entrada
Aço
fyk= 50 kN/cm² fyd= 43.478261Es= 210 GPa
1.15
Concreto
fck= 2.5 kN/cm² fcd= 1.785714
1.40
BritaMomento Solicitante
Msk= 1,200.00 kN.cm
1.40
Msd= 1,680.00 kN.cm
Seção Transversal da Viga
bw= 9.00 cm
bf= 42.00 cm
d= 10.00 cm
hf= 3.00 cm
d'= 2.00 cm
h= 60.00 cm µ
µ ξ Lim 2-3 0.19
Lim 2-3 0.1857 0.259 25.00 0.43
Lim 3-4(CA-25) 0.4266 0.771 50.00 0.38
Lim 3-4(CA-50) 0.3763 0.628 60.00 0.36
Lim 3-4(CA-60) 0.3584 0.585
s=
c
=
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Brita ø agreg (mm)0 9.51 192 253 38
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Área de Aço de Viga TêCálculos preliminares
µ 0.263529
kN/cm² ξ 0.390366
Cálculo da Área de Aço (Situação 1)
µ= -
kN/cm²
Domínio 2-3 Domínio 4As(cm²)= -
ξ= -
ξ
0.26
0.77 Área Barra
0.63 (mm) (cm²)
0.59 10.00 0.785398
-
As2(cm²)=Msd3-4(kN.cm)=
Msd(kN.cm)=
As1(cm²)=s'=
yd=
s'=
As3(cm²)=
As1 + As2=
µ3-4=
ξ3-4=
compres=
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Área de Aço de Viga TêSituação 2
Cálculo da Área de Aço (Situação 1) Cálculo da Área de Aço (Situação 2)
-
Domínio 4--
- Domínio 2-3
- As(cm²)=
- ξ=
-
-
-
-
-
-
Área Barra
(mm) (cm²)
12.50 1.227185
- (mm)12.50
Armadura de Pele0.54000
s (cm)= 3.33333Distância entre Barras
2.02.0
Msdabas(kN.cm)=
Astotal(cm²)=
tração=
compres=
Aspele (cm²)=
ev (cm)eh (cm)
Voltar ao Menu
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Cálculo da Área de Aço (Situação 2)
1,277.28
3.456161
µ= 0.294804 Domínio 3
Domínio 2-3 Domínio 4
1.13 -
0.45 -
4.59 -
-
-
-
-
-
-
-
-
-
Área Barra (cm²) (mm)
1.227185 10.00
-
Msdalma(kN.cm)=
Asabas(cm²)=
As2(cm²)=
Msd3-4(kN.cm)=
Msd(kN.cm)=
As1(cm²)=
s'=
yd=
s'=
As3(cm²)=
As1 + As2=
Astotal(cm²)=
µ3-4=
ξ3-4=
tração=
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Cálculo da Área de Aço (Situação 2)
402.72
Área Barra
(cm²)0.785398
6.00
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Armadura TransversalDados de entrada
Aço50 kN/cm²
Es= 210 GPa1.1512.5
Tipo de estribo Simples
Modelo de Cálculo Modelo IConcreto
2.6 kN/cm²1.4
Carregamento
1300.00 kN1.4
1820.00 kN
Seção Transversal
bw= 70.00 cmh= cmd= 200.00 cmd'= cm
fyk= fyd=fywd=
s=estribo (mm)
fck= fcd=
c
Vsk==
Vsd=
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Armadura Transversal0.8960
43.478261 kN/cm² 1820.0043.478261 kN/cm² 6289.92
9030 2.633
1.8431.316
1.857143 kN/cm² 1105.824714.18
1820.00
-
-
-
-------
Taxa de Armadura Mínima2.632915
500
26.895491
Asw(cm²) 2.454369
Cortante Mínimo576.951784
Modelo Iv2
Vsd(kN)VRd2I(kN)
(°)(°) fctk,m(Mpa)
fctk,inf(Mpa)fctd(Mpa)VCI(kN)VswI(kN)
VRd3I(kN)
Modelo IIv2
Vsd(kN)
VRd2II
fctk,m(Mpa)fctk,inf(Mpa)fctd(Mpa)VCI(kN)VCII(kN)VswII(kN)VRd3II(kN)
fct,m(Mpa)fywk(Mpa)
s(cm)
Vs,mín(kN)
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Armadura Transversal
SIM
VerificaçãoSIM
2.45437
s(cm) 26.8955
Verificação
-
Verificação-
-s(cm) -
Taxa de Armadura Mínima0.0013040.001053
Espaçamento Mínimo33.2924
Modelo I
Vsd≤VRd2I
Vsd≤VRd3I
Asw(cm²)
Modelo II
Vsd≤VRd2II
Vsd≤VRd3II
Asw(cm²)
sw,
sw,,mín
smín(cm)
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Comprimento de AncoragemDados de entrada
Aço
50 kN/cm²
210 GPa
1.1543.478261 kN/cm²
Características das Barras
Barra Nervurada
Aderência Boa
20.00 mm
Tipo sem ganchoConcreto
2.0 kN/cm²
1.4
1.428571 kN/cm²
Ganchos da Armadura de Tração
4.00
fyk=
Es=s=
fyd
da barra
fck=
cfcd=
2
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Comprimento de AncoragemBarras Tracionadas
Tensão de Aderência2.210419 MPa
1.547293 MPa
1.105209 MPa
2.251.01.00
2.486721 MPa
Comprimento de Ancoragem
87.420857 cm
Comprimento de Ancoragem Mínimo
26.226257 cm
Ganchos da Armadura de Tração
8.00 16.00
Diâmetro dos pinos de DobramentoBitola da Barra CA-25 CA-50 CA-60
8.00 10.00 12.0010.00 16.00 -
fctm=
fctk,inf=
fctd=
1
2
3
fbd=
lb
lb,mín
4
< 200 mm ≥ 200 mm
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Comprimento de AncoragemBarras Tracionadas
Comprimento de Ancoragem Necessário
1.00
87.420857 cm
1 cm²1 cm²
87.420857 cm
Barras Comprimidas
87.420857 cm87.420857 cm
87.420857 cm
52.452514 cm
Ganchos da Armadura de Tração
1
lb
As,calc
As,ef
lb,nec
l0,c
lb
lb,nec
l0,c,mín
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-1.5 CA-251.6 CA-501.7 CA-601.81.9
22.12.2
2.3 2.4 (mm)2.5 10.02.6 12.52.7 16.02.8 20.02.9 22.0
3 25.03.1
3.2 3.3 (mm)3.4 3.23.5 4.03.6 4.53.7 5.53.8 6.33.9 8.0
4 10.04.1 12.54.24.34.44.54.64.74.84.9
5
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FYK (KN/CM²)- µ ξ
25 Lim 2-3 0.1857 0.259050 Lim 3-4(CA-25) 0.3763 0.628060 Lim 3-4(CA-50) 0.3584 0.5850
Lim 3-4(CA-60) 0.4266 0.7710
Domínio 1Domínio 2
Área Barra Domínio 3 -(cm²) Domínio4 3.2
0.785398 4.01.227185 4.52.010619 5.53.141593 6.33.801327 8.04.908739 10.0
12.5
Área Barra - 16.0(cm²) Boa 20.0
0.080425 Má 22.50.125664 25.00.159043 32.00.237583 40.00.3117250.5026550.7853981.227185 -
sem ganchoSimples com ganchoDuplo
Modelo IModelo II
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0.0804250.1256640.1590430.2375830.3117250.5026550.7853981.227185
2.0106193.1415933.9760784.9087398.04247712.566371
-0123