Post on 28-Nov-2014
V-M-1
Cargas de diseño.- f'c: 280
L (m) fy: 4200 kg/cm2
8.7 250 150 0 0 b1: 0.85 K ≤ 0.4237
Cuantías y secciones de acero máximas y mínimas viga
a b (cm) H (cm) d (cm)
0.0285 0.0143 4.71 5.54 0.0032 1.0518 0.0033 1.1000 15 25 22
bi: 1.9 bi: 1.9 bi:
475 475
285 285
1138.5 1138.5
Momentos (kg m) y amadura
0.40 0.96 1.69 0.87 0.96 1.69 2.45
A 2.90 B 2.90 C0.684 0.598
d (cm): 8.54 11.18 17.57 10.46 17.57
h nom: 11.54 14.18 20.57 13.46 20.57
K: 0.0218 0.0374 0.0924 0.0327 0.0924
w: 0.0221 0.0382 0.0980 0.0334 0.0980
r: 0.0015 0.0025 0.0065 0.0022 0.0065
As: 0.486 0.841 2.157 0.734 2.157
Sup
erio
r
Ø 10 12 12
n V 2 2 2
As v 0.7854 1.1310 1.1310
As: 1.5708 2.2619 2.2619
a: 1.848 2.661 2.661
Mr: 1.251 1.767 1.767
313.68% 104.57% 104.57%
Infe
rior
Ø 12 12
n V 2 2
As v 1.1310 1.1310
As: 2.2619 2.2619
a: 2.661 2.661
Mr: 1.767 1.767
258.41% 295.32%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 5.50 11.00 14 19.20 30.00 80.43 S mín: 5
Vsr (T): 16.891 8.445 6.451 4.838 3.097 1.155 Vsr (T): 18.58 2.761
4.044 1.651 3.302 1.651 5.618
A 0.73 2.90 0.73 B 0.73 2.90 0.73 C 0.73
5.618 3.302
Vs*: -0.12 6.23 -0.12 2.52 4.67
S requerido: -776.37 14.92 -776.37 36.83 19.91
S1: 12.00 12.00 12.00 12.00 12.00
Vsr: 7.742 7.742 7.742 7.742 7.742
V(2H): 0.00 0.00 0.00 0.00 0.01
S2: 24.00 24.00
Vr centro: 3.874 3.874
Vr(s+v): 10.503 10.503 10.503 10.503 10.503
5.392 7.491 4.403 4.403 7.491
kg/cm2
qD(kg/m2) qL(kg/m2) wuD (Kg/m) wuL (Kg/m)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
wuD (Kg/m): wuD (Kg/m): wuD (Kg/m):
wuL (Kg/m): wuL (Kg/m): wuL (Kg/m):
wu (Kg/m): wu (Kg/m): wu (Kg/m):
Vr viga
Vu / f:
H (L/16) H (cm) b (cm) Rec ppv (kg/m)
18.13 25 15 3 93.75
Losa de tanques AAPP: 1753.75 Kg
Mr (T) Tanques: 2400 Kg
2.94 q: 1432.328
1.9
2193.7931
285
3201.0517
1.12
2.90 D1.923
18.74 14.32
21.74 17.32
0.1051 0.0613
0.1126 0.0637
0.0075 0.0042
2.477 1.402
10
2
0.7854
1.5708
1.848
1.251
111.56%
12
3
1.1310
3.3929
3.992
2.566
133.42%
4.642
2.90 0.73 D4.044
3.71
25.04
12.00
7.742
0.01
24.00
3.874
10.503
5.392
VC1
Página 3
VC1
Cargas de diseño.- f'c: 280
L (m) bi (m) fy: 4200 kg/cm2
8.7 2.5 24.54 300 750 0 b1: 0.85 K ≤ 0.4237
Cuantías y secciones de acero máximas y mínimas viga
a b (cm) H (cm)
0.0285 0.0143 3.64 4.28 0.0032 0.8128 0.0033 0.8500 15 20
Momentos (kg m) y amadura
0.38 0.91 0.30 0.83 0.91 0.30
A 2.90 B 2.90 C
0.649 0.568
d (cm): 8.32 10.89 7.40 10.18 7.40
h nom: 11.32 13.89 10.40 13.18 10.40
K: 0.0346 0.0594 0.0275 0.0520 0.0275
w: 0.0354 0.0616 0.0279 0.0537 0.0279
r: 0.0024 0.0041 0.0019 0.0036 0.0019
As: 0.601 1.048 0.475 0.912 0.475
Sup
erio
r
Ø 10 10 10
n V 2 2 2
As v 0.7854 0.7854 0.7854
As: 1.5708 1.5708 1.5708
a: 1.848 1.848 1.848
Mr: 0.955 0.955 0.955
252.22% 318.18% 318.18%
Infe
rior
Ø 10 10
n V 2 2
As v 0.7854 0.7854
As: 1.5708 1.5708
a: 1.848 1.848
Mr: 0.955 0.955
147.13% 168.15%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 4.25 8.50 14 19.20 30.00 80.43 S mín: 5
Vsr (T): 16.891 8.445 4.985 3.739 2.393 0.893 Vsr (T): 14.36 2.133
4.044 1.566 3.302 1.566
B 0.73 2.90 0.73 C 0.73 2.90 0.73 C
5.618 3.302
Vs*: 0.37 6.86 0.37 3.15
S requerido: 192.91 10.47 192.91 22.79
S1: 12.00 12.00 12.00 12.00
Vsr: 5.982 5.982 5.982 5.982
V(2H): -0.43 0.44 -0.43 0.44
S2: 24.00 24.00
Vr centro: 2.993 2.993
Vr(s+v): 8.116 8.116 8.116 8.116
kg/cm2
Ai(m2) qD(kg/m2) qL(kg/m2) wuD (Kg/m) wuL (Kg/m)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
Vr viga
VC1
Página 4
5.392 7.491 4.403 4.403Vu / f:
VC1
Página 5
H (L/16) H (cm) b (cm) Rec ppv (kg/m) 1.2qD 1,6qL
K ≤ 0.4237 18.13 20 15 3 75 825 1080 0 1080
d (cm) Mr (T)
17 1.76
0.83 0.38
2.90 D
0.649
10.89 8.32
13.89 11.32
0.0594 0.0346
0.0616 0.0354
0.0041 0.0024
1.048 0.601
10
2
0.7854
1.5708
1.848
0.955
252.22%
10
2
0.7854
1.5708
1.848
0.955
147.13%
5.618 1.566
0.73 2.90 0.73 C
4.044
0.37 4.34
192.91 16.55
12.00 12.00
5.982 5.982
-0.43 0.44
24.00
2.993
8.116 8.116
wuD (kg/m) wu (Kg/m)
VC1
Página 6
7.491 5.392
VC2
Cargas de diseño.- f'c: 280
L (m) bi (m) fy: 4200 kg/cm2
8.7 3.7 36.3 20 74 0 b1: 0.85 K ≤ 0.4237
Cuantías y secciones de acero máximas y mínimas viga
a b (cm) H (cm) d (cm)
0.0285 0.0143 3.64 4.28 0.0032 0.8128 0.0033 0.8500 15 20 17
Momentos (kg m) y amadura
0.09 0.23 0.30 0.21 0.23 0.30 0.21
A 2.90 B 2.90 C
0.161 0.141
d (cm): 4.15 5.43 7.40 5.08 7.40
h nom: 7.15 8.43 10.40 8.08 10.40
K: 0.0086 0.0148 0.0275 0.0129 0.0275
w: 0.0087 0.0149 0.0279 0.0130 0.0279
r: 0.0006 0.0010 0.0019 0.0009 0.0019
As: 0.147 0.254 0.475 0.222 0.475
Sup
erio
r
Ø 10 10 10
n V 2 2 2
As v 0.7854 0.7854 0.7854
As: 1.5708 1.5708 1.5708
a: 1.848 1.848 1.848
Mr: 0.955 0.955 0.955
1013.39% 318.18% 318.18%
Infe
rior
Ø 10 10
n V 2 2
As v 0.7854 0.7854
As: 1.5708 1.5708
a: 1.848 1.848
Mr: 0.955 0.955
591.14% 675.59%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 4.25 8.50 14 19.20 30.00 80.43 S mín: 5
Vsr (T): 16.891 8.445 4.985 3.739 2.393 0.893 Vsr (T): 14.36 2.133
4.044 0.390 3.302 0.390 5.618
B 0.73 2.90 0.73 C 0.73 2.90 0.73 C 0.73
5.618 3.302
Vs*: -1.51 6.86 -1.51 3.15 -1.51
S requerido: -47.54 10.47 -47.54 22.79 -47.54
S1: 12.00 12.00 12.00 12.00 12.00
Vsr: 5.982 5.982 5.982 5.982 5.982
V(2H): -0.10 0.11 -0.10 0.11 -0.10
S2: 24.00 24.00
Vr centro: 2.993 2.993
Vr(s+v): 8.116 8.116 8.116 8.116 8.116
5.392 7.491 4.403 4.403 7.491
kg/cm2
Ai(m2) qD(kg/m2) qL(kg/m2) wuD (Kg/m) wuL (Kg/m)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
Vr viga
Vu / f:
H (L/16) H (cm) b (cm) Rec ppv (kg/m) 1.2qD 1,6qL
18.13 20 15 3 75 149 269 0 269
Mr (T)
1.76
0.09
2.90 D
0.161
5.43 4.15
8.43 7.15
0.0148 0.0086
0.0149 0.0087
0.0010 0.0006
0.254 0.147
10
3
0.7854
2.3562
2.772
1.391
1476.40%
10
2
0.7854
1.5708
1.848
0.955
591.14%
0.390
2.90 0.73 C
4.044
4.34
16.55
12.00
5.982
0.11
24.00
2.993
8.116
5.392
wuD (kg/m) wu (Kg/m)
VC6
Cargas de diseño.- f'c: 280
L (m) bi (m) fy: 4200 kg/cm2
8.7 2.35 20.445 20 47 0 b1: 0.85 K ≤ 0.4237
H (L/16) H (cm) b (cm) Rec ppv (kg/m) 1.2qD 1,6qL
18.13 20 15 3 75 122 236.4 0 236.4
Cuantías y secciones de acero máximas y mínimas viga
a b (cm) H (cm) d (cm)
0.0285 0.0143 3.64 4.28 0.0032 0.8128 0.0033 0.8500 15 20 17
Momentos (kg m) y amadura
0.08 0.20 2.23 0.18 0.20 2.23 0.18
A 2.90 B 2.90 C
0.142 0.124
d (cm): 3.89 5.09 20.18 4.76 20.18
h nom: 6.89 8.09 23.18 7.76 23.18
K: 0.0076 0.0130 0.2041 0.0114 0.2041
w: 0.0076 0.0131 0.2374 0.0115 0.2374
r: 0.0005 0.0009 0.0158 0.0008 0.0158
As: 0.129 0.223 4.035 0.195 4.035
Sup
erio
r
Ø 10 12 12
n V 2 3 3
As v 0.7854 1.1310 1.1310
As: 1.5708 3.3929 3.3929
a: 1.848 3.992 3.992
Mr: 0.955 1.924 1.924
1152.28% 86.29% 86.29%
Infe
rior
Ø 10 10
n V 2 2
As v 0.7854 0.7854
As: 1.5708 1.5708
a: 1.848 1.848
Mr: 0.955 0.955
672.16% 768.19%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 4.25 8.50 14 19.20 30.00 80.43 S mín: 5
Vsr (T): 16.891 8.445 4.985 3.739 2.393 0.893 Vsr (T): 14.36 2.133
4.044 0.343 3.302 0.343 5.618
B 0.73 2.90 0.73 C 0.73 2.90 0.73 C 0.73
5.618 3.302
Vs*: -1.59 6.86 -1.59 3.15 -1.59
S requerido: -45.29 10.47 -45.29 22.79 -45.29
S1: 12.00 12.00 12.00 12.00 12.00
Vsr: 5.982 5.982 5.982 5.982 5.982
V(2H): -0.09 0.10 -0.09 0.10 -0.09
S2: 24.00 24.00
Vr centro: 2.993 2.993
Vr(s+v): 8.116 8.116 8.116 8.116 8.116
kg/cm2
Ai(m2) qD(kg/m2) qL(kg/m2) wuD (Kg/m)wuL (Kg/m)
wuD (kg/m) wu (Kg/m)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
Vr viga
5.392 7.491 4.403 4.403 7.491Vu / f:
Mr (T)
1.76
0.08
2.90 D
0.142
5.09 3.89
8.09 6.89
0.0130 0.0076
0.0131 0.0076
0.0009 0.0005
0.223 0.129
10
2
0.7854
1.5708
1.848
0.955
1152.28%
10
2
0.7854
1.5708
1.848
0.955
672.16%
0.343
2.90 0.73 C
4.044
4.34
16.55
12.00
5.982
0.10
24.00
2.993
8.116
5.392
Viga 2N2Cargas de diseño.- f'c: 280
L (m) bi (m) D (Kg/m) L (Kg/m) fy: 4200 kg/cm2 H (L/16)
18.00 1.45 26.1 250 362.5 0 b1: 0.85 K ≤ 0.4237 23.75
Cuantías y secciones de acero máximas y mínimas vigaa b (cm) H (cm) d (cm) Mr (T)
0.0285 0.0143 3.64 4.28 0.0032 0.8128 0.0033 0.8500 15 20 17 1.76
Momentos (kg m) y amadura
0.81 0.89 0.89 0.72 0.80 0.80 0.68
1 3.80 2 3.60 3 3.500.634 0.498 0.538
d (cm): 12.14 10.77 12.75 9.54 12.09 9.92
h nom: 15.14 13.77 15.75 12.54 15.09 12.92
K: 0.0739 0.0581 0.0815 0.0456 0.0732 0.0493
w: 0.0774 0.0602 0.0858 0.0469 0.0767 0.0508
r: 0.0052 0.0040 0.0057 0.0031 0.0051 0.0034
As: 1.316 1.023 1.459 0.797 1.304 0.863
Sup
erio
r
Ø 10 10 10
n V 2 2 2
As v 0.7854 0.7854 0.0000 0.7854 0.0000
As: 1.5708 1.5708 1.5708
a: 1.848 1.848 1.848
Mr: 0.955 0.955 0.955
118.23% 107.25% 119.32%
Infe
rior
Ø 10 10 10
n V 2 2 2
As v 0.7854 0.7854 0.7854
As: 1.5708 1.5708 1.5708
a: 1.848 1.848 1.848
Mr: 0.955 0.955 0.955
150.48% 191.62% 177.38%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 4.25 8.50 14 19.20 30.00 80.43 S mín: 5
Vsr (T): 16.891 8.445 4.985 3.739 2.393 0.893 Vsr (T): 14.36 2.133
3.560 1.169 3.380 1.107 3.280 1.076
1 0.95 3.80 0.95 2 0.90 3.60 0.90 3 0.88 3.50
3.560 3.380
Vs*: -0.26 3.56 -0.36 3.27 -0.41
S requerido: -272.04 20.15 -198.15 21.92 -174.46
S1: 12.00 12.00 12.00 12.00 12.00
Vsr: 5.982 5.982 5.982 5.982 5.982
V(2H): -0.24 0.25 -0.24 0.25 -0.24
S2: 24.00 24.00 24.00
Vr centro: 2.993 2.993 2.993
Vr(s+v): 8.116 8.116 8.116 8.116 8.116
4.747 4.747 4.507 4.507 4.373
kg/cm2
Ai(m2) qD(kg/m2) qL(kg/m2)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
Vr viga
Vu / f:
H (cm) b (cm) Rec ppv (kg/m) 1.2qD 1,6qL
20 15 3 75 437.5 615 0 615
0.75 0.75 0.70 0.78 0.78 0.70 0.70
4 3.55 5 3.55 60.484 0.554
11.71 9.41 11.94 10.06 11.35
14.71 12.41 14.94 13.06 14.35
0.0687 0.0443 0.0714 0.0507 0.0645
0.0717 0.0456 0.0747 0.0523 0.0672
0.0048 0.0030 0.0050 0.0035 0.0045
1.219 0.775 1.270 0.889 1.142
10 10 10
2 2 2
0.7854 0.0000 0.7854 0.0000 0.7854
1.5708 1.5708 1.5708
1.848 1.848 1.848
0.955 0.955 0.955
127.27% 122.38% 135.47%
10 10
2 2
0.7854 0.7854
1.5708 1.5708
1.848 1.848
0.955 0.955
197.05% 172.42%
3.330 1.092 3.330 1.092
0.88 4 0.89 3.55 0.89 5 0.89 3.55 0.89 63.280 3.330 3.330
3.11 -0.39 3.19 -0.39 3.19
23.05 -185.55 22.47 -185.55 22.47
12.00 12.00 12.00 12.00 12.00
5.982 5.982 5.982 5.982 5.982
0.25 -0.24 0.25 -0.24 0.25
24.00 24.00
2.993 2.993
8.116 8.116 8.116 8.116 8.116
4.373 4.440 4.440 4.440 4.440
wuD (kg/m) wu (Kg/m)
V-PA-1
Cargas de diseño.- f'c: 280
L (m) fy: 4200 kg/cm2
8.7 500 250 0 0 b1: 0.85 K ≤ 0.4237
Cuantías y secciones de acero máximas y mínimas viga
a b (cm) H (cm) d (cm)
0.0285 0.0143 4.71 5.54 0.0032 1.0518 0.0033 1.1000 15 25 22
bi: 1.9 bi: 1.9 bi:
950 950
475 475
2012.5 2012.5
Momentos (kg m) y amadura
0.71 1.69 1.69 1.54 1.69 1.69 1.54
A 2.90 B 2.90 C
1.209 1.058
d (cm): 11.35 14.86 17.57 13.90 17.57
h nom: 14.35 17.86 20.57 16.90 20.57
K: 0.0385 0.0661 0.0924 0.0578 0.0924
w: 0.0395 0.0689 0.0980 0.0599 0.0980
r: 0.0026 0.0046 0.0065 0.0040 0.0065
As: 0.868 1.515 2.157 1.319 2.157
Sup
erio
r
Ø 10 12 12
n V 2 2 2
As v 0.7854 1.1310 1.1310
As: 1.5708 2.2619 2.2619
a: 1.848 2.661 2.661
Mr: 1.251 1.767 1.767
177.45% 104.57% 104.57%
Infe
rior
Ø 12 12
n V 2 2
As v 1.1310 1.1310
As: 2.2619 2.2619
a: 2.661 2.661
Mr: 1.767 1.767
146.18% 167.07%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 5.50 11.00 14 19.20 30.00 80.43 S mín: 5
Vsr (T): 16.891 8.445 6.451 4.838 3.097 1.155 Vsr (T): 18.58 2.761
4.044 2.918 3.302 2.918 5.618
A 0.73 2.90 0.73 B 0.73 2.90 0.73 C 0.73
5.618 3.302
Vs*: 1.91 6.23 1.91 2.52 1.91
S requerido: 48.69 14.92 48.69 36.83 48.69
S1: 12.00 12.00 12.00 12.00 12.00
Vsr: 7.742 7.742 7.742 7.742 7.742
V(2H): 0.00 0.00 0.00 0.00 0.01
S2: 24.00 24.00
kg/cm2
qD(kg/m2) qL(kg/m2) wuD (Kg/m) wuL (Kg/m)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
wuD (Kg/m): wuD (Kg/m): wuD (Kg/m):
wuL (Kg/m): wuL (Kg/m): wuL (Kg/m):
wu (Kg/m): wu (Kg/m): wu (Kg/m):
Vr viga
Vr centro: 3.874 3.874
Vr(s+v): 10.503 10.503 10.503 10.503 10.503
5.392 7.491 4.403 4.403 7.491Vu / f:
H (L/16) H (cm) b (cm) Rec ppv (kg/m)
18.13 25 15 3 93.75
Mr (T)
2.94
1.9
950
475
2012.5
0.71
2.90 D
1.209
14.86 11.35
17.86 14.35
0.0661 0.0385
0.0689 0.0395
0.0046 0.0026
1.515 0.868
10
2
0.7854
1.5708
1.848
1.251
177.45%
12
2
1.1310
2.2619
2.661
1.767
146.18%
2.918
2.90 0.73 D
4.044
3.71
25.04
12.00
7.742
0.01
24.00
3.874
10.503
5.392
VC2Cargas de diseño.- f'c: 280
L (m) bi (m) fy: 4200 kg/cm2
8.7 3.7 36.3 250 125 925 463 b1: 0.85 K ≤ 0.4237
Cuantías y secciones de acero máximas y mínimas vigaa b (cm) H (cm) d (cm)
0.0285 0.0143 4.71 5.54 0.0032 1.0518 0.0033 1.1000 15 25 22
Momentos (kg m) y amadura
0.73 1.75 1.75 1.59 1.75 1.75 1.59
A 2.90 B 2.90 C1.246 1.091
d (cm): 11.53 15.09 17.88 14.12 17.88
h nom: 14.53 18.09 20.88 17.12 20.88
K: 0.0397 0.0681 0.0957 0.0596 0.0957
w: 0.0407 0.0711 0.1018 0.0619 0.1018
r: 0.0027 0.0047 0.0068 0.0041 0.0068
As: 0.896 1.565 2.239 1.361 2.239
Sup
erio
r
Ø 12 12 12
n V 2 2 2
As v 1.1310 1.1310 1.1310
As: 2.2619 2.2619 2.2619
a: 2.661 2.661 2.661
Mr: 1.767 1.767 1.767
243.05% 100.99% 100.99%
Infe
rior
Ø 12 12
n V 2 2
As v 1.1310 1.1310
As: 2.2619 2.2619
a: 2.661 2.661
Mr: 1.767 1.767
141.78% 162.03%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 5.50 11.00 14 19.20 30.00 80.43 S mín: 5
Vsr (T): 16.891 8.445 6.451 4.838 3.097 1.155 Vsr (T): 18.58 2.761
4.044 3.009 3.302 3.009 5.618
B 0.73 2.90 0.73 C 0.73 2.90 0.73 C 0.73
5.618 3.302
Vs*: 2.05 6.23 2.05 2.52 2.05
S requerido: 45.25 14.92 45.25 36.83 45.25
S1: 12.00 12.00 12.00 12.00 12.00
Vsr: 7.742 7.742 7.742 7.742 7.742
V(2H): -1.03 1.04 -1.03 1.04 -1.03
S2: 24.00 24.00
Vr centro: 3.874 3.874
Vr(s+v): 10.503 10.503 10.503 10.503 10.503
5.392 7.491 4.403 4.403 7.491
kg/cm2
Ai(m2) qD(kg/m2) qL(kg/m2) wuD (Kg/m) wuL (Kg/m)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
Vr viga
Vu / f:
H (L/16) H (cm) b (cm) Rec ppv (kg/m) 1.2qD 1,6qL
18.13 25 15 3 94 1019 1335 740 2075
Mr (T)
2.94
0.73
2.90 D1.246
15.09 11.53
18.09 14.53
0.0681 0.0397
0.0711 0.0407
0.0047 0.0027
1.565 0.896
12
2
1.1310
2.2619
2.661
1.767
243.05%
12
2
1.1310
2.2619
2.661
1.767
141.78%
3.009
2.90 0.73 C4.044
3.71
25.04
12.00
7.742
1.04
24.00
3.874
10.503
5.392
wuD (kg/m) wu (Kg/m)
Viga 4N2
Cargas de diseño.- f'c: 280
L (m) bi (m) fy: 4200 kg/cm2 H (L/16)
8.7 3.55 30.885 600 400 2130 1420 b1: 0.85 K ≤ 0.4237 54.37
Cuantías y secciones de acero máximas y mínimas viga
a b (cm) H (cm) d (cm) Mr (T)
0.0285 0.0143 22.25 13.09 0.0032 4.9722 0.0033 5.2000 30 55 52 32.89
Momentos (kg m) y amadura
24.49
A 8.70
31.455
d (cm): 47.30 53.60
h nom: 50.30 56.60
K: 0.1198 0.1539
w: 0.1297 0.1712
r: 0.0086 0.0114
As: 13.490 17.800
Sup
erio
r
Ø 22
n V 4
As v 3.8013
As: 15.2053
a: 8.944
Mr: 27.317
111.56%
Infe
rior
Ø 24
n V 5
As v 4.5239
As: 22.6195
a: 13.306
Mr: 38.773
123.27%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 10 4200 0.7854 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 13.00 26.00 14 24.00 30.00 62.83 S mín: 5
Vsr (T): 26.389 13.195 23.824 14.294 11.435 5.460 Vsr (T): 68.61 13.052
13.110 25.308 0.000
A 2.18 8.70 0.00
Vs*: 27.44
S requerido: 12.50
S1: 10.00
Vsr: 34.306
V(2H): -6.39
S2: 15.00
Vr centro: 22.884
Vr(s+v): 47.358
17.480
kg/cm2
Ai(m2) qD(kg/m2) qL(kg/m2)wuD (Kg/m)wuL (Kg/m)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
Vr viga
Vu / f:
H (cm) b (cm) Rec ppv (kg/m) 1.2qD 1,6qL
55 30 3 413 2543 3546 2272 5818
24.49
D
47.30
50.30
0.1198
0.1297
0.0086
13.490
22
4
3.8013
15.2053
8.944
27.317
111.56%
2.18 D
13.110
7.92
43.29
10.00
34.306
6.40
47.358
17.480
wuD (kg/m) wu (Kg/m)
V-PA-6Cargas de diseño.- f'c: 280
L (m) bi (m) fy: 4200 kg/cm2
8.7 1.8 36.3 250 125 450 225 b1: 0.85 K ≤ 0.4237
Cuantías y secciones de acero máximas y mínimas vigaa b (cm) H (cm) d (cm)
0.0285 0.0143 4.71 5.54 0.0032 1.0518 0.0033 1.1000 15 25 22
Momentos (kg m) y amadura
0.39 0.95 0.95 0.86 0.95 0.95 0.86
A 2.90 B 2.90 C0.676 0.591
d (cm): 8.49 11.11 13.17 10.39 13.17
h nom: 11.49 14.11 16.17 13.39 16.17
K: 0.0215 0.0369 0.0519 0.0323 0.0519
w: 0.0218 0.0378 0.0536 0.0330 0.0536
r: 0.0015 0.0025 0.0036 0.0022 0.0036
As: 0.480 0.831 1.180 0.725 1.180
Sup
erio
r
Ø 12 12 12
n V 2 2 2
As v 1.1310 1.1310 1.1310
As: 2.2619 2.2619 2.2619
a: 2.661 2.661 2.661
Mr: 1.767 1.767 1.767
448.30% 186.03% 186.03%
Infe
rior
Ø 12 12
n V 2 2
As v 1.1310 1.1310
As: 2.2619 2.2619
a: 2.661 2.661
Mr: 1.767 1.767
261.51% 298.86%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 5.50 11.00 14 19.20 30.00 80.43 S mín: 5
Vsr (T): 16.891 8.445 6.451 4.838 3.097 1.155 Vsr (T): 18.58 2.761
4.044 1.631 3.302 1.631 5.618
B 0.73 2.90 0.73 C 0.73 2.90 0.73 C 0.73
5.618 3.302
Vs*: -0.15 6.23 -0.15 2.52 -0.15
S requerido: -615.31 14.92 -615.31 36.83 -615.31
S1: 12.00 12.00 12.00 12.00 12.00
Vsr: 7.742 7.742 7.742 7.742 7.742
V(2H): -0.56 0.57 -0.56 0.57 -0.56
S2: 24.00 24.00
Vr centro: 3.874 3.874
Vr(s+v): 10.503 10.503 10.503 10.503 10.503
5.392 7.491 4.403 4.403 7.491
kg/cm2
Ai(m2) qD(kg/m2) qL(kg/m2) wuD (Kg/m) wuL (Kg/m)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
Vr viga
Vu / f:
H (L/16) H (cm) b (cm) Rec ppv (kg/m) 1.2qD 1,6qL
18.13 25 15 3 94 544 765 360 1125
Mr (T)
2.94
0.39
2.90 D0.676
11.11 8.49
14.11 11.49
0.0369 0.0215
0.0378 0.0218
0.0025 0.0015
0.831 0.480
12
2
1.1310
2.2619
2.661
1.767
448.30%
12
2
1.1310
2.2619
2.661
1.767
261.51%
1.631
2.90 0.73 C4.044
3.71
25.04
12.00
7.742
0.57
24.00
3.874
10.503
5.392
wuD (kg/m) wu (Kg/m)
Viga 2N2Cargas de diseño.- f'c: 280
L (m) bi (m) D (Kg/m) L (Kg/m) fy: 4200 kg/cm2 H (L/16)
18.00 1.45 26.1 500 300 725 435 b1: 0.85 K ≤ 0.4237 23.75
Cuantías y secciones de acero máximas y mínimas vigaa b (cm) H (cm) d (cm) Mr (T)
0.0285 0.0143 6.28 5.54 0.0032 1.4024 0.0033 1.4667 20 25 22 3.92
Momentos (kg m) y amadura
2.26 2.69 2.53 2.20 2.42 2.27 2.08
1 3.80 2 3.60 3 3.501.925 1.511 1.633
d (cm): 17.58 16.24 18.62 14.39 17.64 14.96
h nom: 20.58 19.24 21.62 17.39 20.64 17.96
K: 0.0925 0.0789 0.1037 0.0620 0.0931 0.0669
w: 0.0982 0.0830 0.1110 0.0644 0.0988 0.0698
r: 0.0065 0.0055 0.0074 0.0043 0.0066 0.0047
As: 2.880 2.434 3.255 1.889 2.899 2.048
Sup
erio
r
Ø 12 12 12
n V 3 3 3
As v 1.1310 1.1310 0.0000 1.1310 0.0000
As: 3.3929 3.3929 3.3929
a: 2.994 2.994 2.994
Mr: 2.630 2.630 2.630
116.56% 103.94% 115.84%
Infe
rior
Ø 12 12 12
n V 3 3 3
As v 1.1310 1.1310 1.1310
As: 3.3929 3.3929 3.3929
a: 2.994 2.994 2.994
Mr: 2.630 2.630 2.630
136.63% 173.98% 161.05%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 5.50 11.00 14 19.20 30.00 60.32 S mín: 5
Vsr (T): 16.891 8.445 6.451 4.838 3.097 1.540 Vsr (T): 18.58 3.681
3.560 3.545 3.380 3.359 3.280 3.266
1 0.95 3.80 0.95 2 0.90 3.60 0.90 3 0.88 3.50
3.560 3.380
Vs*: 1.99 2.01 1.69 1.73 1.54
S requerido: 46.65 46.11 54.88 53.80 60.19
S1: 12.00 12.00 12.00 12.00 12.00
Vsr: 7.742 7.742 7.742 7.742 7.742
V(2H): -0.93 0.94 -0.93 0.94 -0.93
S2: 24.00 24.00 24.00
Vr centro: 3.874 3.874 3.874
Vr(s+v): 11.423 11.423 11.423 11.423 11.423
4.747 4.747 4.507 4.507 4.373
kg/cm2
Ai(m2) qD(kg/m2) qL(kg/m2)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
Vr viga
Vu / f:
H (cm) b (cm) Rec ppv (kg/m) 1.2qD 1,6qL
25 20 3 125 850 1170 696 1866
2.29 2.14 2.14 2.35 2.21 2.14 1.97
4 3.55 5 3.55 61.470 1.680
17.12 14.19 17.40 15.17 16.43
20.12 17.19 20.40 18.17 19.43
0.0877 0.0603 0.0906 0.0689 0.0807
0.0928 0.0626 0.0960 0.0719 0.0850
0.0062 0.0042 0.0064 0.0048 0.0057
2.722 1.835 2.817 2.109 2.493
12 12 12
3 3 3
1.1310 0.0000 1.1310 0.0000 1.1310
3.3929 3.3929 3.3929
2.994 2.994 2.994
2.630 2.630 2.630
122.88% 118.99% 133.55%
12 12
3 3
1.1310 1.1310
3.3929 3.3929
2.994 2.994
2.630 2.630
178.91% 156.55%
3.330 3.312 3.330 3.312
0.88 4 0.89 3.55 0.89 5 0.89 3.55 0.89 63.280 3.330 3.330
1.57 1.62 1.65 1.62 1.65
59.30 57.41 56.42 57.41 56.42
12.00 12.00 12.00 12.00 12.00
7.742 7.742 7.742 7.742 7.742
0.94 -0.93 0.94 -0.93 0.94
24.00 24.00
3.874 3.874
11.423 11.423 11.423 11.423 11.423
4.373 4.440 4.440 4.440 4.440
wuD (kg/m) wu (Kg/m)
Vigas B y C planta alta OficinasCargas de diseño.- f'c: 280
L (m) bi (m) D (Kg/m) L (Kg/m) fy: 4200 kg/cm2 H (L/16)
18.00 2.9 52.2 500 250 1450 725 b1: 0.85 K ≤ 0.4237 23.75
Cuantías y secciones de acero máximas y mínimas vigaa b (cm) H (cm) d (cm) Mr (T)
0.0285 0.0143 7.84 5.54 0.0032 1.7530 0.0033 1.8333 25 25 22 4.91
Momentos (kg m) y amadura
4.13 4.73 4.62 3.86 4.24 4.15 3.65
1 3.80 2 3.60 3 3.503.378 2.653 2.866
d (cm): 21.27 19.24 22.50 17.05 21.33 17.72
h nom: 24.27 22.24 25.50 20.05 24.33 20.72
K: 0.1354 0.1108 0.1515 0.0870 0.1361 0.0940
w: 0.1484 0.1192 0.1682 0.0920 0.1492 0.0999
r: 0.0099 0.0079 0.0112 0.0061 0.0099 0.0067
As: 5.442 4.369 6.168 3.373 5.472 3.662
Sup
erio
r
Ø 14 20 14 20 14 20
n V 2 1 2 1 2 1
As v 1.5394 3.1416 1.5394 3.1416 1.5394 3.1416
As: 6.2204 6.2204 6.2204
a: 4.391 4.391 4.391
Mr: 4.657 4.657 4.657
112.78% 100.79% 112.21%
Infe
rior
Ø 14 14 14
n V 3 3 3
As v 1.5394 1.5394 1.5394
As: 4.6181 4.6181 4.6181
a: 3.260 3.260 3.260
Mr: 3.556 3.556 3.556
105.27% 134.05% 124.09%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 5.50 11.00 14 19.20 30.00 48.26 S mín: 5
Vsr (T): 16.891 8.445 6.451 4.838 3.097 1.925 Vsr (T): 18.58 4.602
3.560 6.223 3.380 5.895 3.280 5.731
1 0.95 3.80 0.95 2 0.90 3.60 0.90 3 0.88 3.50
3.560 3.380
Vs*: 5.35 1.09 4.83 0.81 4.57
S requerido: 17.35 84.89 19.23 115.21 20.34
S1: 12.00 12.00 12.00 12.00 12.00
Vsr: 7.742 7.742 7.742 7.742 7.742
V(2H): -1.63 1.64 -1.63 1.64 -1.63
S2: 24.00 24.00 24.00
Vr centro: 3.875 3.875 3.875
Vr(s+v): 12.343 12.343 12.343 12.343 12.343
4.747 4.747 4.507 4.507 4.373
kg/cm2
Ai(m2) qD(kg/m2) qL(kg/m2)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
Vr viga
Vu / f:
H (cm) b (cm) Rec ppv (kg/m) 1.2qD 1,6qL
25 25 3 156.25 1606.25 2115 1160 3275
4.01 3.92 3.75 4.13 4.03 3.75 1.97
4 3.55 5 3.55 62.580 2.948
20.73 16.82 21.02 17.98 14.69
23.73 19.82 24.02 20.98 17.69
0.1286 0.0846 0.1322 0.0967 0.0646
0.1401 0.0893 0.1445 0.1029 0.0672
0.0093 0.0060 0.0096 0.0069 0.0045
5.139 3.274 5.298 3.774 2.466
14 20 14 20 14
2 1 2 1 2
1.5394 3.1416 1.5394 3.1416 1.5394
6.2204 6.2204 3.0788
4.391 4.391 2.173
4.657 4.657 2.434
118.79% 115.55% 123.61%
14 14
3 3
1.5394 1.5394
4.6181 4.6181
3.260 3.260
3.556 3.556
137.85% 120.62%
3.330 5.813 3.330 5.813
0.88 4 0.89 3.55 0.89 5 0.89 3.55 0.89 63.280 3.330 3.330
0.65 4.70 0.73 4.70 0.73
143.72 19.77 127.89 19.77 127.89
12.00 12.00 12.00 12.00 12.00
7.742 7.742 7.742 7.742 7.742
1.64 -1.63 1.64 -1.63 1.64
24.00 24.00
3.875 3.875
12.343 12.343 12.343 12.343 12.343
4.373 4.440 4.440 4.440 4.440
wuD (kg/m) wu (Kg/m)
Viga 2N2Cargas de diseño.- f'c: 280
L (m) bi (m) D (Kg/m) L (Kg/m) fy: 4200 kg/cm2 H (L/16)
18.00 1.45 26.1 500 450 725 652.5 b1: 0.85 K ≤ 0.4237 23.75
Cuantías y secciones de acero máximas y mínimas vigaa b (cm) H (cm) d (cm) Mr (T)
0.0285 0.0143 6.28 5.54 0.0032 1.4024 0.0033 1.4667 20 25 22 3.92
Momentos (kg m) y amadura
2.26 3.20 2.53 2.61 2.87 2.27 2.47
1 3.80 2 3.60 3 3.502.284 1.793 1.937
d (cm): 17.58 17.69 18.62 15.68 17.64 16.29
h nom: 20.58 20.69 21.62 18.68 20.64 19.29
K: 0.0925 0.0936 0.1037 0.0735 0.0931 0.0794
w: 0.0982 0.0994 0.1110 0.0770 0.0988 0.0835
r: 0.0065 0.0066 0.0074 0.0051 0.0066 0.0056
As: 2.880 2.917 3.255 2.259 2.899 2.450
Sup
erio
r
Ø 12 12 12
n V 3 3 3
As v 1.1310 1.1310 0.0000 1.1310 0.0000
As: 3.3929 3.3929 3.3929
a: 2.994 2.994 2.994
Mr: 2.630 2.630 2.630
116.56% 103.94% 115.84%
Infe
rior
Ø 12 12 12
n V 3 3 3
As v 1.1310 1.1310 1.1310
As: 3.3929 3.3929 3.3929
a: 2.994 2.994 2.994
Mr: 2.630 2.630 2.630
115.15% 146.63% 135.74%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 5.50 11.00 14 19.20 30.00 60.32 S mín: 5
Vsr (T): 16.891 8.445 6.451 4.838 3.097 1.540 Vsr (T): 18.58 3.681
3.560 4.207 3.380 3.985 3.280 3.875
1 0.95 3.80 0.95 2 0.90 3.60 0.90 3 0.88 3.50
3.560 3.380
Vs*: 3.05 2.01 2.70 1.73 2.52
S requerido: 30.47 46.11 34.47 53.80 36.90
S1: 12.00 12.00 12.00 12.00 12.00
Vsr: 7.742 7.742 7.742 7.742 7.742
V(2H): -1.10 1.11 -1.10 1.11 -1.10
S2: 24.00 24.00 24.00
Vr centro: 3.874 3.874 3.874
Vr(s+v): 11.423 11.423 11.423 11.423 11.423
4.747 4.747 4.507 4.507 4.373
kg/cm2
Ai(m2) qD(kg/m2) qL(kg/m2)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
Vr viga
Vu / f:
H (cm) b (cm) Rec ppv (kg/m) 1.2qD 1,6qL
25 20 3 125 850 1170 1044 2214
2.71 2.14 2.54 2.79 2.21 2.54 1.97
4 3.55 5 3.55 61.744 1.993
17.12 15.46 17.40 16.53 16.43
20.12 18.46 20.40 19.53 19.43
0.0877 0.0715 0.0906 0.0817 0.0807
0.0928 0.0748 0.0960 0.0861 0.0850
0.0062 0.0050 0.0064 0.0057 0.0057
2.722 2.194 2.817 2.525 2.493
12 12 12
3 3 3
1.1310 0.0000 1.1310 0.0000 1.1310
3.3929 3.3929 3.3929
2.994 2.994 2.994
2.630 2.630 2.630
122.88% 118.99% 133.55%
12 12
3 3
1.1310 1.1310
3.3929 3.3929
2.994 2.994
2.630 2.630
150.79% 131.94%
3.330 3.930 3.330 3.930
0.88 4 0.89 3.55 0.89 5 0.89 3.55 0.89 63.280 3.330 3.330
1.57 2.61 1.65 2.61 1.65
59.30 35.64 56.42 35.64 56.42
12.00 12.00 12.00 12.00 12.00
7.742 7.742 7.742 7.742 7.742
1.11 -1.10 1.11 -1.10 1.11
24.00 24.00
3.874 3.874
11.423 11.423 11.423 11.423 11.423
4.373 4.440 4.440 4.440 4.440
wuD (kg/m) wu (Kg/m)
V-M-1
Cargas de diseño.- f'c: 280
L (m) fy: 4200 kg/cm2
8.7 250 150 0 0 b1: 0.85 K ≤ 0.4237
Cuantías y secciones de acero máximas y mínimas viga
a b (cm) H (cm) d (cm)
0.0285 0.0143 4.71 5.54 0.0032 1.0518 0.0033 1.1000 15 25 22
bi: 1.9 bi: 1.9 bi:
475 475
285 285
1138.5 1138.5
Momentos (kg m) y amadura
0.40 0.96 1.69 0.87 0.96 1.69 0.87
A 2.90 B 2.90 C0.684 0.598
d (cm): 8.54 11.18 17.57 10.46 17.57
h nom: 11.54 14.18 20.57 13.46 20.57
K: 0.0218 0.0374 0.0924 0.0327 0.0924
w: 0.0221 0.0382 0.0980 0.0334 0.0980
r: 0.0015 0.0025 0.0065 0.0022 0.0065
As: 0.486 0.841 2.157 0.734 2.157
Sup
erio
r
Ø 10 12 12
n V 2 2 2
As v 0.7854 1.1310 1.1310
As: 1.5708 2.2619 2.2619
a: 1.848 2.661 2.661
Mr: 1.251 1.767 1.767
313.68% 104.57% 104.57%
Infe
rior
Ø 12 12
n V 2 2
As v 1.1310 1.1310
As: 2.2619 2.2619
a: 2.661 2.661
Mr: 1.767 1.767
258.41% 295.32%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 5.50 11.00 14 19.20 30.00 80.43 S mín: 5
Vsr (T): 16.891 8.445 6.451 4.838 3.097 1.155 Vsr (T): 18.58 2.761
4.044 1.651 3.302 1.651 5.618
A 0.73 2.90 0.73 B 0.73 2.90 0.73 C 0.73
5.618 3.302
Vs*: -0.12 6.23 -0.12 2.52 -0.12
S requerido: -776.37 14.92 -776.37 36.83 -776.37
S1: 12.00 12.00 12.00 12.00 12.00
Vsr: 7.742 7.742 7.742 7.742 7.742
V(2H): 0.00 0.00 0.00 0.00 0.01
S2: 24.00 24.00
Vr centro: 3.874 3.874
Vr(s+v): 10.503 10.503 10.503 10.503 10.503
5.392 7.491 4.403 4.403 7.491
kg/cm2
qD(kg/m2) qL(kg/m2) wuD (Kg/m) wuL (Kg/m)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
wuD (Kg/m): wuD (Kg/m): wuD (Kg/m):
wuL (Kg/m): wuL (Kg/m): wuL (Kg/m):
wu (Kg/m): wu (Kg/m): wu (Kg/m):
Vr viga
Vu / f:
H (L/16) H (cm) b (cm) Rec ppv (kg/m)
18.13 25 15 3 93.75
Mr (T)
2.94
1.9
475
285
1138.5
0.40
2.90 D0.684
11.18 8.54
14.18 11.54
0.0374 0.0218
0.0382 0.0221
0.0025 0.0015
0.841 0.486
10
2
0.7854
1.5708
1.848
1.251
313.68%
12
2
1.1310
2.2619
2.661
1.767
258.41%
1.651
2.90 0.73 D4.044
3.71
25.04
12.00
7.742
0.01
24.00
3.874
10.503
5.392
V-M-2Cargas de diseño.- f'c: 280
L (m) bi (m) fy: 4200 kg/cm2
8.7 3.7 36.3 250 150 925 555 b1: 0.85 K ≤ 0.4237
Cuantías y secciones de acero máximas y mínimas vigaa b (cm) H (cm) d (cm)
0.0285 0.0143 4.71 5.54 0.0032 1.0518 0.0033 1.1000 15 25 22
Momentos (kg m) y amadura
0.78 1.87 1.75 1.70 1.87 1.75 1.70
A 2.90 B 2.90 C1.335 1.168
d (cm): 11.93 15.62 17.88 14.61 17.88
h nom: 14.93 18.62 20.88 17.61 20.88
K: 0.0426 0.0730 0.0957 0.0639 0.0957
w: 0.0437 0.0764 0.1018 0.0665 0.1018
r: 0.0029 0.0051 0.0068 0.0044 0.0068
As: 0.962 1.682 2.239 1.462 2.239
Sup
erio
r
Ø 12 12 12
n V 2 2 2
As v 1.1310 1.1310 1.1310
As: 2.2619 2.2619 2.2619
a: 2.661 2.661 2.661
Mr: 1.767 1.767 1.767
226.87% 100.99% 100.99%
Infe
rior
Ø 12 12
n V 2 2
As v 1.1310 1.1310
As: 2.2619 2.2619
a: 2.661 2.661
Mr: 1.767 1.767
132.34% 151.25%
Cortantes y estribos.
f Ø fy As Mayor Ø
0.75 8 4200 0.5027 18.00
S máx permitidas y cortantes resistentes respectivos
S máx: 5.50 11.00 14 19.20 30.00 80.43 S mín: 5
Vsr (T): 16.891 8.445 6.451 4.838 3.097 1.155 Vsr (T): 18.58 2.761
4.044 3.223 3.302 3.223 5.618
B 0.73 2.90 0.73 C 0.73 2.90 0.73 C 0.73
5.618 3.302
Vs*: 2.40 6.23 2.40 2.52 2.40
S requerido: 38.77 14.92 38.77 36.83 38.77
S1: 12.00 12.00 12.00 12.00 12.00
Vsr: 7.742 7.742 7.742 7.742 7.742
V(2H): -1.11 1.12 -1.11 1.11 -1.11
S2: 24.00 24.00
Vr centro: 3.874 3.874
Vr(s+v): 10.503 10.503 10.503 10.503 10.503
5.392 7.491 4.403 4.403 7.491
kg/cm2
Ai(m2) qD(kg/m2) qL(kg/m2) wuD (Kg/m) wuL (Kg/m)
r B r máx Asmáx r mín1 Asmín r mín2 Asmín
Vr viga
Vu / f:
H (L/16) H (cm) b (cm) Rec ppv (kg/m) 1.2qD 1,6qL
18.13 25 15 3 94 1019 1335 888 2223
Mr (T)
2.94
0.78
2.90 D1.335
15.62 11.93
18.62 14.93
0.0730 0.0426
0.0764 0.0437
0.0051 0.0029
1.682 0.962
12
2
1.1310
2.2619
2.661
1.767
226.87%
12
2
1.1310
2.2619
2.661
1.767
132.34%
3.223
2.90 0.73 C4.044
3.71
25.04
12.00
7.742
1.12
24.00
3.874
10.503
5.392
wuD (kg/m) wu (Kg/m)