Vigas Principales - 1er Piso
26
VP-EJE 1 CÁLCULO DEL ACERO EN VIGAS DEL PRIMER PISO DISEÑO DE VIGAS PRINCIPALES POR FLEXIÓN Fy 4200 Kg/cm2 A C E G F'c 210 Kg/cm2 7.610 6.67 6.67 7.59 Øvar. Long. 2.54 cm 0.000 0.000 0.000 Ø Estribo 0.95 cm Recubrim. 4 cm 1.360 0.950 1.340 Ø 0.90 5.250 4.920 4.89 5.22 h 50 cm b 30 cm Mcr 3.62 Tn-m ACERO REQUERIDO EN VIGA 2.54 1.91 1.59 1.27 0.95 Lugar Eje Punto d (cm) Áreas de acero (cm2) a (cm) d (cm) ρmín ρmáx Veri ø1" ø3/4" ø5/8" ø1/2" ø3/8" 5.10 2.85 1.98 1.29 0.71 Apoyo A Superior 43.78 7.61 3.77 4.81 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK Inferior 43.78 5.25 2.56 3.27 simple.armad 2 3.96 3.11 44.26 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK Claro Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.26 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK Inferior 43.78 1.36 0.65 0.83 simple.armad 2 3.96 3.11 44.26 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK Apoyo C Superior 43.78 6.67 3.28 4.19 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK Inferior 43.78 4.92 2.40 3.06 simple.armad 2 3.96 3.11 44.26 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK Claro Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.26 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK Inferior 43.78 0.95 0.45 0.58 simple.armad 2 3.96 3.11 44.26 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK Apoyo E Superior 43.78 6.67 3.28 4.19 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK Inferior 43.78 4.89 2.38 3.04 simple.armad 2 3.96 3.11 44.26 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK Claro Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.26 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK Inferior 43.78 1.34 0.64 0.82 simple.armad 2 3.96 3.11 44.26 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK Apoyo G Superior 43.78 7.59 3.76 4.79 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK Inferior 43.78 5.22 2.55 3.25 simple.armad 2 3.96 3.11 44.26 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK DISEÑO DE VIGAS PRINCIPALES POR CORTANTE Fy 4200 Kg/cm2 Vmáx=6.51 Vmáx=5.09 Vmáx=6.51 Fs=1.25Fy 5250 Kg/cm2 Vu=5.62 Vu=5.09 Vu=5.62 F'c 210 Kg/cm2 V2h=4.51 V2h=3.56 V2h=4.51 Área Estribo 0.71 cm2 Diám Estribo 0.95 cm A C E Øv 0.85 L=3.25 L=3.33 L=3.25 h 50 cm d=0.44 d=0.44 d=0.44 b 30 cm L2h=1.00 L2h=1.00 L2h=1.00 CÁLCULO DE MOMENTOS ÚLTIMOS Lugar Eje Punto a (cm) d (cm) Ln (m) S (cm) Smáx S (cm) 10 ØL 24 ØE 30cm Apoyo A Superior 5.25 5.15 44.29 11.50 4.50 4.51 2.00 6.51 -------- 6.51 5.62 6.61 39.94 15.00 12.70 22.80 30.00 12.00 4.51 5.30 10.21 -53.86 Inferior 3.96 3.88 44.26 8.80 -------- 2.51 Apoyo C Superior 5.25 5.147 44.29 11.50 -4.51 -2.51 -------- Inferior 3.96 3.88 44.26 8.80 -------- -6.51 Apoyo C Superior 5.25 5.15 44.29 11.50 5.15 3.94 1.15 5.09 -------- 5.09 4.41 5.19 50.88 15.00 12.70 22.80 30.00 12.00 3.56 4.19 10.21 -43.90 Inferior 3.96 3.88 44.26 8.80 -------- 2.79 Apoyo E Superior 5.25 5.15 44.29 11.50 -3.94 -2.79 -------- Inferior 3.96 3.88 44.26 8.80 -------- -5.09 Apoyo E Superior 5.25 5.15 44.29 11.50 4.50 4.51 2.00 6.51 -------- 6.51 5.62 6.61 39.94 15.00 12.70 22.80 30.00 12.00 4.51 5.30 10.21 -53.86 Inferior 3.96 3.88 44.26 8.80 -------- 2.51 Apoyo G Superior 5.25 5.15 44.29 11.50 -4.51 -2.51 -------- Inferior 3.96 3.88 44.26 8.80 -------- -6.51 VIGAS AC Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22 CE Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22 EG Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22 Mu Cálc (Tn-m) a (cm) (Iteració n) As Cálculo (cm2) Observación As de diseño en tracción (cm2) Mto Resist (Tn-m) Ancho mínimo (cm) As mín (cm2) ρ (diseño) Ancho mínimo ρmín<ρ <ρmáx Mto> 1.2Mcr ---- - ---- - ---- - As diseño (cm2) Mto Último (Tn-m) V hiperestátic o (Tn) V isostátic o (Tn) V (Tn) de I ---> D V (Tn) de D ---> I V máx (Tn) Vu (Tn) Vn (Tn) S en L de confi (cm) V2h (Tn) Vn (Tn) Vc (Tn) d/4 o >15cm
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Transcript of Vigas Principales - 1er Piso
VP-EJE 1
CÁLCULO DEL ACERO EN VIGAS DEL PRIMER PISO
DISEÑO DE VIGAS PRINCIPALES POR FLEXIÓN
Fy 4200 Kg/cm2 A C E G
F'c 210 Kg/cm2 7.610 6.67 6.67 7.59
Øvar. Long. 2.54 cm 0.000 0.000 0.000
Ø Estribo 0.95 cm
Recubrim. 4 cm 1.360 0.950 1.340
Ø 0.90 5.250 4.920 4.89 5.22
h 50 cm
b 30 cm
Mcr 3.62 Tn-m
ACERO REQUERIDO EN VIGA
2.54 1.91 1.59 1.27 0.95
Lugar Eje Punto d (cm) Observación
Áreas de acero (cm2)
a (cm) d (cm) ρmín ρmáx
Verificaciones
ø1" ø3/4" ø5/8" ø1/2" ø3/8"
5.10 2.85 1.98 1.29 0.71
Apoyo ASuperior 43.78 7.61 3.77 4.81 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 5.25 2.56 3.27 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.36 0.65 0.83 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo CSuperior 43.78 6.67 3.28 4.19 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 4.92 2.40 3.06 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 0.95 0.45 0.58 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo ESuperior 43.78 6.67 3.28 4.19 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 4.89 2.38 3.04 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.34 0.64 0.82 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo GSuperior 43.78 7.59 3.76 4.79 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 5.22 2.55 3.25 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
DISEÑO DE VIGAS PRINCIPALES POR CORTANTE
Fy 4200 Kg/cm2 Vmáx=6.51 Vmáx=5.09 Vmáx=6.51
Fs=1.25Fy 5250 Kg/cm2 Vu=5.62 Vu=5.09 Vu=5.62
F'c 210 Kg/cm2 V2h=4.51 V2h=3.56 V2h=4.51
Área Estribo 0.71 cm2Diám Estribo 0.95 cm A C E
Øv 0.85 L=3.25 L=3.33 L=3.25
h 50 cm d=0.44 d=0.44 d=0.44
b 30 cm L2h=1.00 L2h=1.00 L2h=1.00
CÁLCULO DE MOMENTOS ÚLTIMOS
Lugar Eje Punto a (cm) d (cm) Ln (m) S (cm)Smáx
S (cm)Smáx
10 ØL 24 ØE 30cm
Apoyo ASuperior 5.25 5.15 44.29 11.50
4.504.51
2.00
6.51 --------
6.51 5.62 6.61 39.94 15.00 12.70 22.80 30.00 12.00 4.51 5.30 10.21 -53.86 22.15 22.00Inferior 3.96 3.88 44.25 8.80 -------- 2.51
Apoyo CSuperior 5.25 5.147 44.29 11.50
-4.51-2.51 --------
Inferior 3.96 3.88 44.25 8.80 -------- -6.51
Apoyo CSuperior 5.25 5.15 44.29 11.50
5.153.94
1.15
5.09 --------
5.09 4.41 5.19 50.88 15.00 12.70 22.80 30.00 12.00 3.56 4.19 10.21 -43.90 22.15 22.00Inferior 3.96 3.88 44.25 8.80 -------- 2.79
Apoyo ESuperior 5.25 5.15 44.29 11.50
-3.94-2.79 --------
Inferior 3.96 3.88 44.25 8.80 -------- -5.09
Apoyo ESuperior 5.25 5.15 44.29 11.50
4.504.51
2.00
6.51 --------
6.51 5.62 6.61 39.94 15.00 12.70 22.80 30.00 12.00 4.51 5.30 10.21 -53.86 22.15 22.00Inferior 3.96 3.88 44.25 8.80 -------- 2.51
Apoyo GSuperior 5.25 5.15 44.29 11.50
-4.51-2.51 --------
Inferior 3.96 3.88 44.25 8.80 -------- -6.51
VIGASA C Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22C E Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22E G Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22
Mu Cálc (Tn-m)
a (cm)(Iteración)
As Cálculo(cm2)
As de diseño en tracción (cm2)
MtoResist (Tn-m)
Ancho mínimo
(cm)
As mín
(cm2)
ρ(diseño) Ancho
mínimo ρmín<ρ<ρmáx
Mto>1.2Mcr
Asdis>As mín
Asdis>As cálc
M(+)>M(-)/3
Mclaro>Mmáx nudo/4
As diseño (cm2)
MtoÚltimo (Tn-m)
Vhiperestático
(Tn)
Visostático
(Tn)
V (Tn)de
I ---> D
V (Tn)de
D ---> I
Vmáx (Tn)
Vu(Tn)
Vn(Tn)
S en L de confi (cm)
V2h(Tn)
Vn(Tn)
Vc(Tn)
S en L >2h (cm)
d/4 o >15cm
d/2(cm)
VP-EJE 1
CÁLCULO DE LONGITUDES DE CORTE DEL REFUERZO
Lugar Eje Punto d (cm) Ln/16 (cm)
Apoyo ASuperior 8.38 0.29 44.29 15.24
28.13
0.75Inferior 6.39 ----- ----- -----
Apoyo CSuperior 8.38 0.08 44.29 15.24 0.55Inferior 6.39 ----- ----- -----
Apoyo CSuperior 8.38 0.00 44.29 15.24
32.19
0.45Inferior 6.39 ----- ----- -----
Apoyo ESuperior 8.38 0.00 44.29 15.24 0.45Inferior 6.39 ----- ----- -----
Apoyo ESuperior 8.38 0.07 44.29 15.24
28.13
0.55Inferior 6.39 ----- ----- -----
Apoyo GSuperior 8.38 0.26 44.29 15.24 0.75Inferior 6.39 ----- ----- -----
MtoResist(Tn-m)
L requerido
(m)
12db (cm)
Longitudde corte
(m)
VP-EJE 2
CÁLCULO DEL ACERO EN VIGAS DEL PRIMER PISO
DISEÑO DE VIGAS PRINCIPALES POR FLEXIÓN
Fy 4200 Kg/cm2 A C E G
F'c 210 Kg/cm2 7.930 10.58 10.55 7.90
Øvar. Long. 2.54 cm 0.000 0.830 0.900
Ø Estribo 0.95 cm
Recubrim. 4 cm 0.990 1.460 1.500
Ø 0.90 6.880 9.320 9.33 6.87
h 50 cm
b 30 cm
Mcr 3.62 Tn-m
ACERO REQUERIDO EN VIGA
2.54 1.91 1.59 1.27 0.95
Lugar Eje Punto d (cm) Observación
Áreas de acero (cm2)
a (cm) d (cm) ρmín ρmáx
Verificaciones
ø1" ø3/4" ø5/8" ø1/2" ø3/8"
5.10 2.85 1.98 1.29 0.71
Apoyo ASuperior 43.78 7.93 3.94 5.02 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 6.88 3.39 4.32 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
Claro -----Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 0.99 0.47 0.60 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo CSuperior 43.78 10.58 5.34 6.81 simple.armad 2 3 7.83 6.14 44.33 12.21 26.89 0.0024 3.17 0.0163 0.0060 OK OK OK OK OK
OK --------Inferior 43.78 9.32 4.67 5.95 simple.armad 2 2 6.54 5.13 44.32 10.32 23.12 0.0024 3.17 0.0163 0.0050 OK OK OK OK OK
Claro -----Superior 43.78 0.83 0.40 0.50 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.46 0.70 0.89 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo ESuperior 43.78 10.55 5.32 6.79 simple.armad 2 3 7.83 6.14 44.33 12.21 26.89 0.0024 3.17 0.0163 0.0060 OK OK OK OK OK
OK --------Inferior 43.78 9.33 4.67 5.96 simple.armad 2 2 6.54 5.13 44.32 10.32 23.12 0.0024 3.17 0.0163 0.0050 OK OK OK OK OK
Claro -----Superior 43.78 0.90 0.43 0.55 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.50 0.72 0.91 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo GSuperior 43.78 7.90 3.92 5.00 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 6.87 3.39 4.32 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
DISEÑO DE VIGAS PRINCIPALES POR CORTANTE
Fy 4200 Kg/cm2 Vmáx=7.66 Vmáx=7.91 Vmáx=7.66
Fs=1.25Fy 5250 Kg/cm2 Vu=6.31 Vu=7.91 Vu=6.31
F'c 210 Kg/cm2 V2h=4.61 V2h=4.81 V2h=4.61
Área Estribo 0.71 cm2Diám Estribo 0.95 cm A C E
Øv 0.85 L=2.51 L=2.55 L=2.51
h 50 cm d=0.44 d=0.44 d=0.44
b 30 cm L2h=1.00 L2h=1.00 L2h=1.00
CÁLCULO DE MOMENTOS ÚLTIMOS
Lugar Eje Punto a (cm) d (cm) Ln (m) S (cm)Smáx
S (cm)Smáx
10 ØL 24 ØE 30cm
Apoyo ASuperior 5.25 5.15 44.29 11.50
4.206.10
0.96
7.06 --------
7.66 6.31 7.42 35.62 15.00 12.70 22.80 30.00 12.00 4.61 5.43 10.22 -55.23 22.17 22.00Inferior 5.25 5.15 44.29 11.50 -------- 5.14
Apoyo CSuperior 7.83 7.676 44.33 16.65
-6.70-5.74 --------
Inferior 6.54 6.41 44.32 14.12 -------- -7.66
Apoyo CSuperior 7.83 7.68 44.33 16.65
4.456.91
1.00
7.91 --------
7.91 6.54 7.69 34.39 15.00 12.70 22.80 30.00 12.00 4.81 5.65 10.22 -57.97 22.17 22.00Inferior 6.54 6.41 44.32 14.12 -------- 5.91
Apoyo ESuperior 7.83 7.68 44.33 16.65
-6.91-5.91 --------
Inferior 6.54 6.41 44.32 14.12 -------- -7.91
Apoyo ESuperior 7.83 7.68 44.33 16.65
4.206.70
0.96
7.66 --------
7.66 6.31 7.42 35.62 15.00 12.70 22.80 30.00 12.00 4.61 5.43 10.22 -55.23 22.17 22.00Inferior 6.54 6.41 44.32 14.12 -------- 5.74
Apoyo GSuperior 5.25 5.15 44.29 11.50
-6.10-5.14 --------
Inferior 5.25 5.15 44.29 11.50 -------- -7.06
VIGASA C Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22C E Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22E G Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22
Mu Cálc (Tn-m)
a (cm)(Iteración)
As Cálculo(cm2)
As de diseño en tracción (cm2)
MtoResist (Tn-m)
Ancho mínimo
(cm)
As mín
(cm2)
ρ(diseño) Ancho
mínimo ρmín<ρ<ρmáx
Mto>1.2Mcr
Asdis>As mín
Asdis>As cálc
M(+)>M(-)/3
Mclaro>Mmáx nudo/4
As diseño (cm2)
MtoÚltimo (Tn-m)
Vhiperestático
(Tn)
Visostático
(Tn)
V (Tn)de
I ---> D
V (Tn)de
D ---> I
Vmáx (Tn)
Vu(Tn)
Vn(Tn)
S en L de confi (cm)
V2h(Tn)
Vn(Tn)
Vc(Tn)
S en L >2h (cm)
d/4 o >15cm
d/2(cm)
VP-EJE 2
CÁLCULO DE LONGITUDES DE CORTE DEL REFUERZO
Lugar Eje Punto d (cm) Ln/16 (cm)
Apoyo ASuperior 8.38 0.34 44.29 15.24
26.25
0.80Inferior 8.38 0.16 44.29 15.24 0.65
Apoyo CSuperior 12.21 0.62 44.33 15.24 1.10Inferior 10.32 0.55 44.32 15.24 1.00
Apoyo CSuperior 12.21 0.80 44.33 15.24
27.81
1.25Inferior 10.32 0.76 44.32 15.24 1.25
Apoyo ESuperior 12.21 0.80 44.33 15.24 1.25Inferior 10.32 0.76 44.32 15.24 1.25
Apoyo ESuperior 12.21 0.60 44.33 15.24
26.25
1.05Inferior 10.32 0.53 44.32 15.24 1.00
Apoyo GSuperior 8.38 0.30 44.29 15.24 0.75Inferior 8.38 0.14 44.29 15.24 0.60
MtoResist(Tn-m)
L requerido
(m)
12db (cm)
Longitudde corte
(m)
VP-EJE 3
CÁLCULO DEL ACERO EN VIGAS DEL PRIMER PISO
DISEÑO DE VIGAS PRINCIPALES POR FLEXIÓN
Fy 4200 Kg/cm2 A C E G
F'c 210 Kg/cm2 8.390 10.85 10.78 8.34
Øvar. Long. 2.54 cm 0.000 0.850 0.000
Ø Estribo 0.95 cm
Recubrim. 4 cm 1.950 1.490 1.970
Ø 0.90 6.510 9.590 9.57 6.50
h 50 cm
b 30 cm
Mcr 3.62 Tn-m
ACERO REQUERIDO EN VIGA
2.54 1.91 1.59 1.27 0.95
Lugar Eje Punto d (cm) Observación
Áreas de acero (cm2)
a (cm) d (cm) ρmín ρmáx
Verificaciones
ø1" ø3/4" ø5/8" ø1/2" ø3/8"
5.10 2.85 1.98 1.29 0.71
Apoyo ASuperior 43.78 8.39 4.18 5.32 simple.armad 2 2 6.54 5.13 44.32 10.32 23.12 0.0024 3.17 0.0163 0.0050 OK OK OK OK OK
OK --------Inferior 43.78 6.51 3.20 4.08 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
Claro -----Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.95 0.93 1.19 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo CSuperior 43.78 10.85 5.49 6.99 simple.armad 2 3 7.83 6.14 44.33 12.21 26.89 0.0024 3.17 0.0163 0.0060 OK OK OK OK OK
OK --------Inferior 43.78 9.59 4.81 6.13 simple.armad 2 2 6.54 5.13 44.32 10.32 23.12 0.0024 3.17 0.0163 0.0050 OK OK OK OK OK
Claro -----Superior 43.78 0.85 0.40 0.52 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.49 0.71 0.91 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo ESuperior 43.78 10.78 5.45 6.95 simple.armad 2 3 7.83 6.14 44.33 12.21 26.89 0.0024 3.17 0.0163 0.0060 OK OK OK OK OK
OK --------Inferior 43.78 9.57 4.80 6.12 simple.armad 2 2 6.54 5.13 44.32 10.32 23.12 0.0024 3.17 0.0163 0.0050 OK OK OK OK OK
Claro -----Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.97 0.94 1.20 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo GSuperior 43.78 8.34 4.15 5.29 simple.armad 2 2 6.54 5.13 44.32 10.32 23.12 0.0024 3.17 0.0163 0.0050 OK OK OK OK OK
OK --------Inferior 43.78 6.50 3.20 4.08 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
DISEÑO DE VIGAS PRINCIPALES POR CORTANTE
Fy 4200 Kg/cm2 Vmáx=8.82 Vmáx=7.91 Vmáx=8.82
Fs=1.25Fy 5250 Kg/cm2 Vu=7.40 Vu=7.91 Vu=7.40
F'c 210 Kg/cm2 V2h=5.63 V2h=4.81 V2h=5.63
Área Estribo 0.71 cm2Diám Estribo 0.95 cm A C E
Øv 0.85 L=2.76 L=2.55 L=2.76
h 50 cm d=0.44 d=0.44 d=0.44
b 30 cm L2h=1.00 L2h=1.00 L2h=1.00
CÁLCULO DE MOMENTOS ÚLTIMOS
Lugar Eje Punto a (cm) d (cm) Ln (m) S (cm)Smáx
S (cm)Smáx
10 ØL 24 ØE 30cm
Apoyo ASuperior 6.54 6.41 44.32 14.12
4.206.72
2.10
8.82 --------
8.82 7.40 8.71 30.35 15.00 12.70 22.80 30.00 12.00 5.63 6.62 10.22 -73.52 22.17 22.00Inferior 5.25 5.15 44.29 11.50 -------- 4.62
Apoyo CSuperior 7.83 7.676 44.33 16.65
-6.70-4.60 --------
Inferior 6.54 6.41 44.32 14.12 -------- -8.80
Apoyo CSuperior 7.83 7.68 44.33 16.65
4.456.91
1.00
7.91 --------
7.91 6.54 7.69 34.39 15.00 12.70 22.80 30.00 12.00 4.81 5.65 10.22 -57.97 22.17 22.00Inferior 6.54 6.41 44.32 14.12 -------- 5.91
Apoyo ESuperior 7.83 7.68 44.33 16.65
-6.91-5.91 --------
Inferior 6.54 6.41 44.32 14.12 -------- -7.91
Apoyo ESuperior 7.83 7.68 44.33 16.65
4.206.70
2.10
8.80 --------
8.82 7.40 8.71 30.35 15.00 12.70 22.80 30.00 12.00 5.63 6.62 10.22 -73.52 22.17 22.00Inferior 6.54 6.41 44.32 14.12 -------- 4.60
Apoyo GSuperior 6.54 6.41 44.32 14.12
-6.72-4.62 --------
Inferior 5.25 5.15 44.29 11.50 -------- -8.82
VIGASA C Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22C E Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22E G Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22
Mu Cálc (Tn-m)
a (cm)(Iteración)
As Cálculo(cm2)
As de diseño en tracción (cm2)
MtoResist (Tn-m)
Ancho mínimo
(cm)
As mín
(cm2)
ρ(diseño) Ancho
mínimo ρmín<ρ<ρmáx
Mto>1.2Mcr
Asdis>As mín
Asdis>As cálc
M(+)>M(-)/3
Mclaro>Mmáx nudo/4
As diseño (cm2)
MtoÚltimo (Tn-m)
Vhiperestático
(Tn)
Visostático
(Tn)
V (Tn)de
I ---> D
V (Tn)de
D ---> I
Vmáx (Tn)
Vu(Tn)
Vn(Tn)
S en L de confi (cm)
V2h(Tn)
Vn(Tn)
Vc(Tn)
S en L >2h (cm)
d/4 o >15cm
d/2(cm)
VP-EJE 3
CÁLCULO DE LONGITUDES DE CORTE DEL REFUERZO
Lugar Eje Punto d (cm) Ln/16 (cm)
Apoyo ASuperior 10.32 0.38 44.32 15.24
26.25
0.85Inferior 8.38 0.05 44.29 15.24 0.50
Apoyo CSuperior 12.21 0.70 44.33 15.24 1.15Inferior 10.32 0.45 44.32 15.24 0.90
Apoyo CSuperior 12.21 0.83 44.33 15.24
27.81
1.30Inferior 10.32 0.80 44.32 15.24 1.25
Apoyo ESuperior 12.21 0.79 44.33 15.24 1.25Inferior 10.32 0.77 44.32 15.24 1.25
Apoyo ESuperior 12.21 0.70 44.33 15.24
26.25
1.15Inferior 10.32 0.44 44.32 15.24 0.90
Apoyo GSuperior 10.32 0.36 44.32 15.24 0.85Inferior 8.38 0.03 44.29 15.24 0.50
MtoResist(Tn-m)
L requerido
(m)
12db (cm)
Longitudde corte
(m)
VP-EJE 4
CÁLCULO DEL ACERO EN VIGAS DEL PRIMER PISO
DISEÑO DE VIGAS PRINCIPALES POR FLEXIÓN
Fy 4200 Kg/cm2 A C D E G
F'c 210 Kg/cm2 7.350 6.94 4.79 6.14 6.91
Øvar. Long. 2.54 cm 0.000 0.890 0.590 0.00
Ø Estribo 0.95 cm
Recubrim. 4 cm 2.960 0.000 0.610 2.35
Ø 0.90 3.960 4.160 4.50 3.94 4.160
h 50 cm
b 30 cm
Mcr 3.62 Tn-m
ACERO REQUERIDO EN VIGA
2.54 1.91 1.59 1.27 0.95
Lugar Eje Punto d (cm) Observación
Áreas de acero (cm2)
a (cm) d (cm) ρmín ρmáx
Verificaciones
ø1" ø3/4" ø5/8" ø1/2" ø3/8"
5.10 2.85 1.98 1.29 0.71
Apoyo ASuperior 43.78 7.35 3.63 4.63 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 3.96 1.92 2.45 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 2.96 1.43 1.82 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo CSuperior 43.78 6.94 3.42 4.36 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 4.16 2.02 2.57 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 0.89 0.42 0.54 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo DSuperior 43.78 4.79 2.33 2.97 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
OK --------Inferior 43.78 4.50 2.19 2.79 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 0.59 0.28 0.36 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 0.61 0.29 0.37 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo ESuperior 43.78 6.14 3.01 3.84 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
OK --------Inferior 43.78 3.94 1.91 2.43 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 2.35 1.13 1.44 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo GSuperior 43.78 6.91 3.41 4.34 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 4.16 2.02 2.57 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
CÁLCULO DE LONGITUDES DE CORTE DEL REFUERZO
Lugar Eje Punto d (cm) Ln/16 (cm)
Apoyo ASuperior 8.38 0.21 44.29 15.24
28.75
0.70Inferior 6.39 ----- ----- -----
Apoyo CSuperior 8.38 0.10 44.29 15.24 0.55Inferior 6.39 ----- ----- -----
Apoyo CSuperior 8.38 0.00 44.29 15.24
10.31
0.45Inferior 6.39 ----- ----- -----
Apoyo DSuperior 6.39 ----- ----- -----Inferior 6.39 ----- ----- -----
Apoyo DSuperior 6.39 ----- -----
20.00
-----Inferior 6.39 ----- ----- -----
Apoyo ESuperior 6.39 ----- ----- -----Inferior 6.39 ----- ----- -----
Apoyo ESuperior 6.39 ----- -----
28.75
-----Inferior 6.39 ----- ----- -----
Apoyo GSuperior 8.38 0.11 44.29 15.24 0.60Inferior 6.39 ----- ----- -----
Mu Cálc (Tn-m)
a (cm)(Iteración)
As Cálculo(cm2)
As de diseño en tracción (cm2)
MtoResist (Tn-m)
Ancho mínimo
(cm)
As mín
(cm2)
ρ(diseño) Ancho
mínimo ρmín<ρ<ρmáx
Mto>1.2Mcr
Asdis>As mín
Asdis>As cálc
M(+)>M(-)/3
Mclaro>Mmáx nudo/4
MtoResist(Tn-m)
L requerido
(m)
12db (cm)
Longitudde corte
(m)
VP-EJE 4
DISEÑO DE VIGAS PRINCIPALES POR CORTANTE
Fy 4200 Kg/cm2 Vmáx=8.91 Vmáx=13.47 Vmáx=6.50 Vmáx=9.76
Fs=1.25Fy 5250 Kg/cm2 Vu=8.05 Vu=13.47 Vu=4.98 Vu=8.68
F'c 210 Kg/cm2 V2h=6.96 -V2h=0.45 V2h=3.06 V2h=7.31
Área Estribo 0.71 cm2Diám Estribo 0.95 cm A C D E
Øv 0.85 L=4.56 L=0.97 L=1.89 L=3.98
h 50 cm d=0.44 d=0.44 d=0.44 d=0.44
b 30 cm L2h=1.00 L2h=1.00 L2h=1.00 L2h=1.00
CÁLCULO DE MOMENTOS ÚLTIMOS
Lugar Eje Punto a (cm) d (cm) Ln (m) S (cm)Smáx
S (cm)Smáx
10 ØL 24 ØE 30cm
Apoyo ASuperior 5.25 5.15 44.29 11.50
4.604.41
4.50
8.91 --------
8.91 8.05 9.47 27.91 15.00 12.70 22.80 30.00 12.00 6.96 8.18 10.21 -130.60 22.15 22.00Inferior 3.96 3.88 44.25 8.80 -------- -0.09
Apoyo CSuperior 5.25 5.147 44.29 11.50
-4.410.09 --------
Inferior 3.96 3.88 44.25 8.80 -------- -8.91
Apoyo CSuperior 5.25 5.15 44.29 11.50
1.6512.30
1.17
13.47 --------
13.47 7.31 8.60 30.73 15.00 12.70 22.80 30.00 12.00 -0.45 -0.53 10.21 -24.62 22.15 22.00Inferior 3.96 3.88 44.25 8.80 -------- 11.13
Apoyo DSuperior 3.96 3.88 44.25 8.80
-10.66-9.49 --------
Inferior 3.96 3.88 44.25 8.80 -------- -11.83
Apoyo DSuperior 3.96 3.88 44.25 8.80
3.205.50
1.00
6.50 --------
6.50 4.98 5.86 45.07 15.00 12.70 22.80 30.00 12.00 3.06 3.60 10.20 -40.02 22.13 22.00Inferior 3.96 3.88 44.25 8.80 -------- 4.50
Apoyo ESuperior 3.96 3.88 44.25 8.80
-5.50-4.50 --------
Inferior 3.96 3.88 44.25 8.80 -------- -6.50
Apoyo ESuperior 3.96 3.88 44.25 8.80
4.603.82
5.35
9.17 --------
9.76 8.68 10.21 25.88 15.00 12.70 22.80 30.00 12.00 7.31 8.60 10.21 -164.31 22.15 22.00Inferior 3.96 3.88 44.25 8.80 -------- -1.53
Apoyo GSuperior 5.25 5.15 44.29 11.50
-4.410.94 --------
Inferior 3.96 3.88 44.25 8.80 -------- -9.76
ENTONCES:
VIGASA C Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22C D Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22D E Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22E G Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22
As diseño (cm2)
MtoÚltimo (Tn-m)
Vhiperestático
(Tn)
Visostático
(Tn)
V (Tn)de
I ---> D
V (Tn)de
D ---> I
Vmáx (Tn)
Vu(Tn)
Vn(Tn)
S en L de confi (cm)
V2h(Tn)
Vn(Tn)
Vc(Tn)
S en L >2h (cm)
d/4 o >15cm
d/2(cm)
VP-EJE 5
CÁLCULO DEL ACERO EN VIGAS DEL PRIMER PISO
DISEÑO DE VIGAS PRINCIPALES POR FLEXIÓN
Fy 4200 Kg/cm2 A B D
F'c 210 Kg/cm2 7.120 5.15 7.23
Øvar. Long. 2.54 cm 1.030 0.360
Ø Estribo 0.95 cm
Recubrim. 4 cm 1.370 1.500
Ø 0.90 5.950 5.210 5.27
h 50 cm
b 30 cm
Mcr 3.62 Tn-m
ACERO REQUERIDO EN VIGA
2.54 1.91 1.59 1.27 0.95
Lugar Eje Punto d (cm) Observación
Áreas de acero (cm2)
a (cm) d (cm) ρmín ρmáx
Verificaciones
ø1" ø3/4" ø5/8" ø1/2" ø3/8"
5.10 2.85 1.98 1.29 0.71
Apoyo ASuperior 43.78 7.12 3.52 4.48 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 5.95 2.92 3.72 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 1.03 0.49 0.63 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.37 0.65 0.83 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo BSuperior 43.78 5.15 2.51 3.20 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
OK --------Inferior 43.78 5.21 2.54 3.24 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 0.36 0.17 0.22 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.50 0.72 0.91 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo DSuperior 43.78 7.23 3.57 4.55 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 5.27 2.57 3.28 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
DISEÑO DE VIGAS PRINCIPALES POR CORTANTE
Fy 4200 Kg/cm2 Vmáx=7.55 Vmáx=9.15
Fs=1.25Fy 5250 Kg/cm2 Vu=5.80 Vu=9.15
F'c 210 Kg/cm2 V2h=3.60 V2h=5.20
Área Estribo 0.71 cm2Diám Estribo 0.95 cm A B
Øv 0.85 L=1.91 L=2.32
h 50 cm d=0.44 d=0.44
b 30 cm L2h=1.00 L2h=1.00
CÁLCULO DE MOMENTOS ÚLTIMOS
Lugar Eje Punto a (cm) d (cm) Ln (m) S (cm)Smáx
S (cm)Smáx
10 ØL 24 ØE 30cm
Apoyo ASuperior 5.25 5.15 44.29 11.50
3.106.55
1.00
7.55 --------
7.55 5.80 6.82 38.71 15.00 12.70 22.80 30.00 12.00 3.60 4.24 10.21 -44.28 22.15 22.00Inferior 3.96 3.88 44.25 8.80 -------- 5.55
Apoyo BSuperior 3.96 3.882 44.25 8.80
-5.68-4.68 --------
Inferior 3.96 3.88 44.25 8.80 -------- -6.68
Apoyo BSuperior 3.96 3.88 44.25 8.80
3.105.68
2.60
8.28 --------
9.15 7.40 8.71 30.34 15.00 12.70 22.80 30.00 12.00 5.20 6.12 10.21 -64.70 22.15 22.00Inferior 3.96 3.88 44.25 8.80 -------- 3.08
Apoyo DSuperior 5.25 5.15 44.29 11.50
-6.55-3.95 --------
Inferior 3.96 3.88 44.25 8.80 -------- -9.15
ENTONCES:
VIGASA B Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22B D Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22
Mu Cálc (Tn-m)
a (cm)(Iteración)
As Cálculo(cm2)
As de diseño en tracción (cm2)
MtoResist (Tn-m)
Ancho mínimo
(cm)
As mín
(cm2)
ρ(diseño) Ancho
mínimo ρmín<ρ<ρmáx
Mto>1.2Mcr
Asdis>As mín
Asdis>As cálc
M(+)>M(-)/3
Mclaro>Mmáx nudo/4
As diseño (cm2)
MtoÚltimo (Tn-m)
Vhiperestático
(Tn)
Visostático
(Tn)
V (Tn)de
I ---> D
V (Tn)de
D ---> I
Vmáx (Tn)
Vu(Tn)
Vn(Tn)
S en L de confi (cm)
V2h(Tn)
Vn(Tn)
Vc(Tn)
S en L >2h (cm)
d/4 o >15cm
d/2(cm)
VP-EJE 5
CÁLCULO DE LONGITUDES DE CORTE DEL REFUERZO
Lugar Eje Punto d (cm) Ln/16 (cm)
Apoyo ASuperior 8.38 0.16 44.29 15.24
19.38
0.65Inferior 6.39 ----- ----- -----
Apoyo BSuperior 6.39 ----- ----- -----Inferior 6.39 ----- ----- -----
Apoyo BSuperior 6.39 ----- -----
19.38
-----Inferior 6.39 ----- ----- -----
Apoyo DSuperior 8.38 0.14 44.29 15.24 0.60Inferior 6.39 ----- ----- -----
MtoResist(Tn-m)
L requerido
(m)
12db (cm)
Longitudde corte
(m)
VP-EJE 5
CÁLCULO DEL ACERO EN VIGAS DEL PRIMER PISO
DISEÑO DE VIGAS PRINCIPALES POR FLEXIÓN
Fy 4200 Kg/cm2 E' G
F'c 210 Kg/cm2 4.640 6.77
Øvar. Long. 2.54 cm 0.000
Ø Estribo 0.95 cm
Recubrim. 4 cm 1.640
Ø 0.90 3.610 4.480
h 50 cm
b 30 cm
Mcr 3.62 Tn-m
ACERO REQUERIDO EN VIGA
2.54 1.91 1.59 1.27 0.95
Lugar Eje Punto d (cm) Observación
Áreas de acero (cm2)
a (cm) d (cm) ρmín ρmáx
Verificaciones
ø1" ø3/4" ø5/8" ø1/2" ø3/8"
5.10 2.85 1.98 1.29 0.71
Apoyo E'Superior 43.78 4.64 2.26 2.88 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
OK --------Inferior 43.78 3.61 1.75 2.23 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.64 0.78 1.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo GSuperior 43.78 6.77 3.34 4.25 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 4.48 2.18 2.78 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
DISEÑO DE VIGAS PRINCIPALES POR CORTANTE
Fy 4200 Kg/cm2 Vmáx=7.87
Fs=1.25Fy 5250 Kg/cm2 Vu=6.85
F'c 210 Kg/cm2 V2h=5.56
Área Estribo 0.71 cm2Diám Estribo 0.95 cm E'
Øv 0.85 L=3.41
h 50 cm d=0.44
b 30 cm L2h=1.00
CÁLCULO DE MOMENTOS ÚLTIMOS
Lugar Eje Punto a (cm) d (cm) Ln (m) S (cm)Smáx
S (cm)Smáx
10 ØL 24 ØE 30cm
Apoyo E'Superior 3.96 3.88 44.25 8.80
4.054.34
2.86
7.20 --------
7.87 6.85 8.06 32.79 15.00 12.70 22.80 30.00 12.00 5.56 6.54 10.21 -72.12 22.15 22.00Inferior 3.96 3.88 44.25 8.80 -------- 1.48
Apoyo GSuperior 5.25 5.147 44.29 11.50
-5.01-2.15 --------
Inferior 3.96 3.88 44.25 8.80 -------- -7.87
ENTONCES:
VIGAE' G Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22
CÁLCULO DE LONGITUDES DE CORTE DEL REFUERZO
Lugar Eje Punto d (cm) Ln/16 (cm)
Apoyo E'Superior 6.39 ----- -----
25.31
-----Inferior 6.39 ----- ----- -----
Apoyo GSuperior 8.38 0.21 44.29 15.24 0.70Inferior 6.39 ----- ----- -----
Mu Cálc (Tn-m)
a (cm)(Iteración)
As Cálculo(cm2)
As de diseño en tracción (cm2)
MtoResist (Tn-m)
Ancho mínimo
(cm)
As mín
(cm2)
ρ(diseño) Ancho
mínimo ρmín<ρ<ρmáx
Mto>1.2Mcr
Asdis>As mín
Asdis>As cálc
M(+)>M(-)/3
Mclaro>Mmáx nudo/4
As diseño (cm2)
MtoÚltimo (Tn-m)
Vhiperestático
(Tn)
Visostático
(Tn)
V (Tn)de
I ---> D
V (Tn)de
D ---> I
Vmáx (Tn)
Vu(Tn)
Vn(Tn)
S en L de confi (cm)
V2h(Tn)
Vn(Tn)
Vc(Tn)
S en L >2h (cm)
d/4 o >15cm
d/2(cm)
MtoResist(Tn-m)
L requerido
(m)
12db (cm)
Longitudde corte
(m)
VP-EJE 6
CÁLCULO DEL ACERO EN VIGAS DEL PRIMER PISO
DISEÑO DE VIGAS PRINCIPALES POR FLEXIÓN
Fy 4200 Kg/cm2 A B D F G
F'c 210 Kg/cm2 7.730 5.52 6.08 6.01 7.78
Øvar. Long. 2.54 cm 0.790 0.000 0.000 1.19
Ø Estribo 0.95 cm
Recubrim. 4 cm 1.110 0.690 1.140 1.27
Ø 0.90 6.500 5.540 4.57 5.53 6.480
h 50 cm
b 30 cm
Mcr 3.62 Tn-m
ACERO REQUERIDO EN VIGA
2.54 1.91 1.59 1.27 0.95
Lugar Eje Punto d (cm) Observación
Áreas de acero (cm2)
a (cm) d (cm) ρmín ρmáx
Verificaciones
ø1" ø3/4" ø5/8" ø1/2" ø3/8"
5.10 2.85 1.98 1.29 0.71
Apoyo ASuperior 43.78 7.73 3.83 4.88 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 6.50 3.20 4.08 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
Claro -----Superior 43.78 0.79 0.38 0.48 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.11 0.53 0.67 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo BSuperior 43.78 5.52 2.70 3.44 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
OK --------Inferior 43.78 5.54 2.71 3.45 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 0.69 0.33 0.42 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo DSuperior 43.78 6.08 2.98 3.80 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
OK --------Inferior 43.78 4.57 2.22 2.83 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 0.00 0.00 0.00 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.14 0.54 0.69 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo FSuperior 43.78 6.01 2.95 3.76 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
OK --------Inferior 43.78 5.53 2.70 3.45 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
Claro -----Superior 43.78 1.19 0.57 0.72 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.27 0.61 0.77 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo GSuperior 43.78 7.78 3.86 4.92 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 6.48 3.19 4.06 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
CÁLCULO DE LONGITUDES DE CORTE DEL REFUERZO
Lugar Eje Punto d (cm) Ln/16 (cm)
Apoyo ASuperior 8.38 0.28 44.29 15.24
19.38
0.75Inferior 8.38 0.04 44.29 15.24 0.50
Apoyo BSuperior 6.39 ----- ----- -----Inferior 6.39 ----- ----- -----
Apoyo BSuperior 6.39 ----- -----
19.38
-----Inferior 6.39 ----- ----- -----
Apoyo DSuperior 6.39 ----- ----- -----Inferior 6.39 ----- ----- -----
Apoyo DSuperior 6.39 ----- -----
29.38
-----Inferior 6.39 ----- ----- -----
Apoyo FSuperior 6.39 ----- ----- -----Inferior 6.39 ----- ----- -----
Apoyo FSuperior 6.39 ----- -----
19.38
-----Inferior 6.39 ----- ----- -----
Apoyo GSuperior 8.38 0.28 44.29 15.24 0.75Inferior 8.38 0.02 44.29 15.24 0.50
Mu Cálc (Tn-m)
a (cm)(Iteración)
As Cálculo(cm2)
As de diseño en tracción (cm2)
MtoResist (Tn-m)
Ancho mínimo
(cm)
As mín
(cm2)
ρ(diseño) Ancho
mínimo ρmín<ρ<ρmáx
Mto>1.2Mcr
Asdis>As mín
Asdis>As cálc
M(+)>M(-)/3
Mclaro>Mmáx nudo/4
MtoResist(Tn-m)
L requerido
(m)
12db (cm)
Longitudde corte
(m)
VP-EJE 6
DISEÑO DE VIGAS PRINCIPALES POR CORTANTE
Fy 4200 Kg/cm2 Vmáx=7.55 Vmáx=8.30 Vmáx=8.12 Vmáx=9.77
Fs=1.25Fy 5250 Kg/cm2 Vu=5.68 Vu=8.30 Vu=7.30 Vu=7.90
F'c 210 Kg/cm2 V2h=3.32 V2h=4.63 V2h=6.26 V2h=5.54
Área Estribo 0.71 cm2Diám Estribo 0.95 cm A B D F
Øv 0.85 L=1.79 L=2.27 L=4.36 L=2.31
h 50 cm d=0.44 d=0.44 d=0.44 d=0.44
b 30 cm L2h=1.00 L2h=1.00 L2h=1.00 L2h=1.00
CÁLCULO DE MOMENTOS ÚLTIMOS
Lugar Eje Punto a (cm) d (cm) Ln (m) S (cm)Smáx
S (cm)Smáx
10 ØL 24 ØE 30cm
Apoyo ASuperior 5.25 5.15 44.29 11.50
3.106.55
1.00
7.55 --------
7.55 5.68 6.68 39.56 15.00 12.70 22.80 30.00 12.00 3.32 3.91 10.21 -41.96 22.15 22.00Inferior 5.25 5.15 44.29 11.50 -------- 5.55
Apoyo BSuperior 3.96 3.882 44.25 8.80
-6.55-5.55 --------
Inferior 3.96 3.88 44.25 8.80 -------- -7.55
Apoyo BSuperior 3.96 3.88 44.25 8.80
3.105.68
2.62
8.30 --------
8.30 6.68 7.85 33.61 15.00 12.70 22.80 30.00 12.00 4.63 5.45 10.20 -55.62 22.13 22.00Inferior 3.96 3.88 44.25 8.80 -------- 3.06
Apoyo DSuperior 3.96 3.88 44.25 8.80
-5.68-3.06 --------
Inferior 3.96 3.88 44.25 8.80 -------- -8.30
Apoyo DSuperior 3.96 3.88 44.25 8.80
4.703.74
4.38
8.12 --------
8.12 7.30 8.59 30.74 15.00 12.70 22.80 30.00 12.00 6.26 7.36 10.20 -93.18 22.13 22.00Inferior 3.96 3.88 44.25 8.80 -------- -0.64
Apoyo FSuperior 3.96 3.88 44.25 8.80
-3.740.64 --------
Inferior 3.96 3.88 44.25 8.80 -------- -8.12
Apoyo FSuperior 3.96 3.88 44.25 8.80
3.106.55
3.22
9.77 --------
9.77 7.90 9.29 28.44 15.00 12.70 22.80 30.00 12.00 5.54 6.52 10.21 -71.70 22.15 22.00Inferior 3.96 3.88 44.25 8.80 -------- 3.33
Apoyo GSuperior 5.25 5.15 44.29 11.50
-6.55-3.33 --------
Inferior 5.25 5.15 44.29 11.50 -------- -9.77
ENTONCES:
VIGASA B Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22B D Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22D F Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22F G Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22
As diseño (cm2)
MtoÚltimo (Tn-m)
Vhiperestático
(Tn)
Visostático
(Tn)
V (Tn)de
I ---> D
V (Tn)de
D ---> I
Vmáx (Tn)
Vu(Tn)
Vn(Tn)
S en L de confi (cm)
V2h(Tn)
Vn(Tn)
Vc(Tn)
S en L >2h (cm)
d/4 o >15cm
d/2(cm)
VP-EJE 7
CÁLCULO DEL ACERO EN VIGAS DEL PRIMER PISO
DISEÑO DE VIGAS PRINCIPALES POR FLEXIÓN
Fy 4200 Kg/cm2 A B D F G
F'c 210 Kg/cm2 8.000 7.44 10.78 7.58 7.94
Øvar. Long. 2.54 cm 1.050 1.080 1.060 1.57
Ø Estribo 0.95 cm
Recubrim. 4 cm 1.340 2.120 2.320 1.82
Ø 0.90 7.100 6.520 9.04 6.50 7.030
h 50 cm
b 30 cm
Mcr 3.62 Tn-m
ACERO REQUERIDO EN VIGA
2.54 1.91 1.59 1.27 0.95
Lugar Eje Punto d (cm) Observación
Áreas de acero (cm2)
a (cm) d (cm) ρmín ρmáx
Verificaciones
ø1" ø3/4" ø5/8" ø1/2" ø3/8"
5.10 2.85 1.98 1.29 0.71
Apoyo ASuperior 43.78 8.00 3.97 5.06 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 7.10 3.51 4.47 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
Claro -----Superior 43.78 1.05 0.50 0.64 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.34 0.64 0.82 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo BSuperior 43.78 7.44 3.68 4.69 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 6.52 3.21 4.09 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
Claro -----Superior 43.78 1.08 0.51 0.66 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 2.12 1.02 1.30 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo DSuperior 43.78 10.78 5.45 6.95 simple.armad 2 3 7.83 6.14 44.33 12.21 26.89 0.0024 3.17 0.0163 0.0060 OK OK OK OK OK
OK --------Inferior 43.78 9.04 4.52 5.76 simple.armad 2 2 6.54 5.13 44.32 10.32 23.12 0.0024 3.17 0.0163 0.0050 OK OK OK OK OK
Claro -----Superior 43.78 1.06 0.51 0.64 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 2.32 1.11 1.42 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo FSuperior 43.78 7.58 3.75 4.79 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 6.50 3.20 4.08 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
Claro -----Superior 43.78 1.57 0.75 0.96 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK
--------OK
Inferior 43.78 1.82 0.87 1.11 simple.armad 2 3.96 3.11 44.25 6.39 15.58 0.0024 3.17 0.0163 0.0030 OK OK OK OK OK OK
Apoyo GSuperior 43.78 7.94 3.94 5.02 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
OK --------Inferior 43.78 7.03 3.47 4.42 simple.armad 2 1 5.25 4.12 44.29 8.38 19.35 0.0024 3.17 0.0163 0.0040 OK OK OK OK OK
CÁLCULO DE LONGITUDES DE CORTE DEL REFUERZO
Lugar Eje Punto d (cm) Ln/16 (cm)
Apoyo ASuperior 8.38 0.34 44.29 15.24
19.06
0.80Inferior 8.38 0.20 44.29 15.24 0.65
Apoyo BSuperior 8.38 0.00 44.29 15.24 0.45Inferior 8.38 0.00 44.29 15.24 0.45
Apoyo BSuperior 8.38 0.16 44.29 15.24
19.38
0.65Inferior 8.38 0.03 44.29 15.24 0.50
Apoyo DSuperior 12.21 0.62 44.33 15.24 1.10Inferior 10.32 0.62 44.32 15.24 1.10
Apoyo DSuperior 12.21 0.69 44.33 15.24
21.88
1.15Inferior 10.32 0.63 44.32 15.24 1.10
Apoyo FSuperior 8.38 0.18 44.29 15.24 0.65Inferior 8.38 0.02 44.29 15.24 0.50
Apoyo FSuperior 8.38 0.00 44.29 15.24
19.06
0.45Inferior 8.38 0.00 44.29 15.24 0.45
Apoyo GSuperior 8.38 0.32 44.29 15.24 0.80Inferior 8.38 0.17 44.29 15.24 0.65
Mu Cálc (Tn-m)
a (cm)(Iteración)
As Cálculo(cm2)
As de diseño en tracción (cm2)
MtoResist (Tn-m)
Ancho mínimo
(cm)
As mín
(cm2)
ρ(diseño) Ancho
mínimo ρmín<ρ<ρmáx
Mto>1.2Mcr
Asdis>As mín
Asdis>As cálc
M(+)>M(-)/3
Mclaro>Mmáx nudo/4
MtoÚltimo(Tn-m)
L requerido
(m)
12db (cm)
Longitudde corte
(m)
VP-EJE 7
DISEÑO DE VIGAS PRINCIPALES POR CORTANTE
Fy 4200 Kg/cm2 Vmáx=8.38 Vmáx=10.97 Vmáx=10.25 Vmáx=8.38
Fs=1.25Fy 5250 Kg/cm2 Vu=6.19 Vu=10.97 Vu=8.31 Vu=6.19
F'c 210 Kg/cm2 V2h=3.44 V2h=5.38 V2h=5.86 V2h=3.44
Área Estribo 0.71 cm2Diám Estribo 0.95 cm A B D F
Øv 0.85 L=1.69 L=1.96 L=2.34 L=1.69
h 50 cm d=0.44 d=0.44 d=0.44 d=0.44
b 30 cm L2h=1.00 L2h=1.00 L2h=1.00 L2h=1.00
CÁLCULO DE MOMENTOS ÚLTIMOS
Lugar Eje Punto a (cm) d (cm) Ln (m) S (cm)Smáx
S (cm)Smáx
10 ØL 24 ØE 30cm
Apoyo ASuperior 5.25 5.15 44.29 11.50
3.057.54
0.84
8.38 --------
8.38 6.19 7.28 36.27 15.00 12.70 22.80 30.00 12.00 3.44 4.04 10.21 -42.86 22.15 22.00Inferior 5.25 5.15 44.29 11.50 -------- 6.70
Apoyo BSuperior 5.25 5.147 44.29 11.50
-7.54-6.70 --------
Inferior 5.25 5.15 44.29 11.50 -------- -8.38
Apoyo BSuperior 5.25 5.15 44.29 11.50
3.108.26
1.89
10.15 --------
10.97 8.49 9.99 26.47 15.00 12.70 22.80 30.00 12.00 5.38 6.32 10.22 -67.94 22.17 22.00Inferior 5.25 5.15 44.29 11.50 -------- 6.37
Apoyo DSuperior 7.83 7.68 44.33 16.65
-9.08-7.19 --------
Inferior 6.54 6.41 44.32 14.12 -------- -10.97
Apoyo DSuperior 7.83 7.68 44.33 16.65
3.508.04
2.21
10.25 --------
10.25 8.31 9.77 27.06 15.00 12.70 22.80 30.00 12.00 5.86 6.90 10.22 -79.70 22.17 22.00Inferior 6.54 6.41 44.32 14.12 -------- 5.83
Apoyo FSuperior 5.25 5.15 44.29 11.50
-7.32-5.11 --------
Inferior 5.25 5.15 44.29 11.50 -------- -9.53
Apoyo FSuperior 5.25 5.15 44.29 11.50
3.057.54
0.84
8.38 --------
8.38 6.19 7.28 36.27 15.00 12.70 22.80 30.00 12.00 3.44 4.04 10.21 -42.86 22.15 22.00Inferior 5.25 5.15 44.29 11.50 -------- 6.70
Apoyo GSuperior 5.25 5.15 44.29 11.50
-7.54-6.70 --------
Inferior 5.25 5.15 44.29 11.50 -------- -8.38
ENTONCES:
VIGASA B Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22B D Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22D F Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22F G Usar estribos de 3/8": 1 @ 0.05, 10 @ 0.10, R @ 0.22
As diseño (cm2)
MtoÚltimo (Tn-m)
Vhiperestático
(Tn)
Visostático
(Tn)
V (Tn)de
I ---> D
V (Tn)de
D ---> I
Vmáx (Tn)
Vu(Tn)
Vn(Tn)
S en L de confi (cm)
V2h(Tn)
Vn(Tn)
Vc(Tn)
S en L >2h (cm)
d/4 o >15cm
d/2(cm)
