cortante devigas 01.xlsx
TRANSCRIPT
PREDIMENSIONADO DE COLUMNAS
Se escogerá una columna interior, perimetral y en esquina que tengan la mayor área tributaria
P= Carga total que soporta la columna
C - 20 C - 21 C - 22
C - 16
C - 12
C - 8
C - 4
C - 1
C - 23
C - 17
C - 13
C - 9
C - 5
C - 18
C - 14
C - 10
C - 6
C - 2
C - 19
C - 15
C - 11
C - 7
C - 3
I II
III IV V
VI
VII VII IX
X XI
Nº= Número de pisosn=Valor que depende del tipo de columnasf´c= Resistencia del concreto a la compresión simple
PREDIMENCIONAMIENTO DE COLUMNAS
METRADO DE CARGASColumna esquinada C-1
Aligerado(e=0. 350 kg/m2Vigas 100 kg/m2 Area tributaria = Lx*LyColumnas 60 kg/m2 Lx= 3.07 mAcabados 100 kg/m2 Ly = 2.3 mTab Equival 150 kg/m2Azotea 100 kg/m2 Pg = W*At 7472.47 kg/piso
P= 1,50PgWD = 860.000 kg/m2 n = 0.2WL = 200 kg/m2 f'c = 210 kg/cm2
Wt = 1060.000 kg/m2 b*t =P/(f'c*n)
# pisos 2Pg 11208.705 Kg/piso
P g= 22417.41 Kg
b*t 533.7478571condicion b=t
86.3619048 t = 23.10298373 cm9.29311061
25 Usarb= 0.25 m
t = 0.25 mColumna externa C-2
Area tributaria = Lx*LyLx = 4.88 mLy = 2.3 m
Pg = W*At 11897.44 kg/pisoP= 1,25Pgn = 0.25f'c = 210 kg/cm2b*t =P/(f'c*n)
cnxf
Pbxt
´
# pisos 2P = 14871.8 Kg/pisoP = 29743.6 Kg
b*t 566.5447619condicion b=t
t = 23.80220078 cm
Usarb= 0.25 m
t = 0.25 mColumna externa C-11
Area tributaria = Lx*LyLx = 1.81 mLy = 3.2 m
Pg = W*At 6139.52 kg/pisoP= 1,25Pgn = 0.25f'c = 210 kg/cm2b*t =P/(f'c*n)
# pisos 2P = 7674.4 Kg/pisoP = 15348.8 Kg
b*t 292.3580952condicion b=t
t = 17.09848225 cm
Usarb= 0.25 m
t = 0.25 mColumna externa C-19
Area tributaria = Lx*LyLx = 1.81 mLy = 4.38 m
Pg = W*At 8403.47 kg/pisoP= 1,25Pgn = 0.25f'c = 210 kg/cm2b*t =P/(f'c*n)
# pisos 2P = 10504.335 Kg/pisoP = 21008.67 Kg
b*t 400.1651429condicion b=t
t = 20.00412815 cm
Usarb= 0.25 m
t = 0.25 mColumna Interna C-5
Area tributaria = Lx*LyLx= 3.07 mL y= 4.18 m
Pg = W*At 13602.56 kg/pisoP= 1,10Pgn = 0.3f'c = 210 kg/cm2b*t =P/(f'c*n)
# pisos 2P = 14962.8116 Kg/pisoP = 29925.6232 Kg
b*t 475.0098921condicion b=t
t = 21.79472166 cm
Usarb= 0.25 m
t = 0.25 mColumna Interna C-13
Area tributaria = Lx*LyLx= 3.07 mL y= 1.81 m
Pg = W*At 5890.10 kg/pisoP= 1,10Pgn = 0.3f'c = 210 kg/cm2b*t =P/(f'c*n)
# pisos 2P = 6479.1122 Kg/pisoP = 12958.2244 Kg
b*t 205.6861016condicion b=t
t = 14.34176076 cm
Usarb= 0.25 m
t = 0.25 m
Lx = 1.59mLy = 2.54m
L col = 2.60m
PREDIMENSIONADO DE COLUMNAS
Se escogerá una columna interior, perimetral y en esquina que tengan la mayor área tributaria
C - 20 C - 21 C - 22
C - 16
C - 12
C - 8
C - 4
C - 1
C - 23
C - 17
C - 13
C - 9
C - 5
C - 18
C - 14
C - 10
C - 6
C - 2
C - 19
C - 15
C - 11
C - 7
C - 3
I II
III IV V
VI
VII VII IX
X XI
f´c= Resistencia del concreto a la compresión simple
PREDIMENCIONAMIENTO DE COLUMNAS
Columna esquinada C-3 Columna esquinada C-20 Columna esquinada C-23
Area tributaria = Lx*Ly Area tributaria = Lx*Ly Area tributaria = Lx*LyLx= 1.81 m Lx= 1.53 m Lx= 1.82Ly = 2.3 m Ly = 2.48 m Ly = 2.48
Pg = W*At 4412.78 kg/piso Pg = W*At 4022.06 kg/piso Pg = W*At 4784.42P= 1,50Pg P= 1,50Pg P= 1,50Pgn = 0.2 n = 0.2 n = 0.2f'c = 210 kg/cm2 f'c = 210 kg/cm2 f'c = 210
b*t =P/(f'c*n) b*t =P/(f'c*n) b*t =P/(f'c*n)
# pisos 2 # pisos 2 # pisos 2P = 6619.17 Kg/piso P = 6033.096 Kg/piso P = 7176.624P = 13238.34 Kg P = 12066.192 Kg P = 14353.248
b*t 315.1985714 b*t 287.2902857 b*t 341.744condicion b=t condicion b=t condicion b=t
t = 17.75383258 cm t = 16.94963969 cm t = 18.48631927
Usar Usar Usarb= 0.25 m b= 0.25 m b= 0.25
t = 0.25 m t = 0.25 m t = 0.25Columna externa C-4 Columna externa C-7 Columna externa C-8
Area tributaria = Lx*Ly Area tributaria = Lx*Ly Area tributaria = Lx*LyLx = 1.53 m Lx = 1.81 m Lx = 1.53Ly = 4.18 m Ly = 4.18 m Ly = 3.2
Pg = W*At 6779.12 kg/piso Pg = W*At 8019.75 kg/piso Pg = W*At 5189.76P= 1,25Pg P= 1,25Pg P= 1,25Pgn = 0.25 n = 0.25 n = 0.25f'c = 210 kg/cm2 f'c = 210 kg/cm2 f'c = 210b*t =P/(f'c*n) b*t =P/(f'c*n) b*t =P/(f'c*n)
cnxf
Pbxt
´
# pisos 2 # pisos 2 # pisos 2P = 8473.905 Kg/piso P = 10024.685 Kg/piso P = 6487.2P = 16947.81 Kg P = 20049.37 Kg P = 12974.4
b*t 322.8154286 b*t 381.8927619 b*t 247.1314286condicion b=t condicion b=t condicion b=t
t = 17.96706511 cm t = 19.5420767 cm t = 15.72041439
Usar Usar Usarb= 0.25 m b= 0.25 m b= 0.25
t = 0.25 m t = 0.25 m t = 0.25Columna externa C-12 Columna externa C-15 Columna externa C-16
Area tributaria = Lx*Ly Area tributaria = Lx*Ly Area tributaria = Lx*LyLx = 1.53 m Lx = 1.81 m Lx = 1.53Ly = 3.22 m Ly = 3.22 m Ly = 4.38
Pg = W*At 5222.20 kg/piso Pg = W*At 6177.89 kg/piso Pg = W*At 7103.48P= 1,25Pg P= 1,25Pg P= 1,25Pgn = 0.25 n = 0.25 n = 0.25f'c = 210 kg/cm2 f'c = 210 kg/cm2 f'c = 210b*t =P/(f'c*n) b*t =P/(f'c*n) b*t =P/(f'c*n)
# pisos 2 # pisos 2 # pisos 2P = 6527.745 Kg/piso P = 7722.365 Kg/piso P = 8879.355P = 13055.49 Kg P = 15444.73 Kg P = 17758.71
b*t 248.676 b*t 294.1853333 b*t 338.2611429condicion b=t condicion b=t condicion b=t
t = 15.76946416 cm t = 17.15183178 cm t = 18.39187709
Usar Usar Usarb= 0.25 m b= 0.25 m b= 0.25
t = 0.25 m t = 0.25 m t = 0.25
Columna Interna C-6 Columna Interna C-9 Columna Interna C-10
Area tributaria = Lx*Ly Area tributaria = Lx*Ly Area tributaria = Lx*LyLx= 3.35 m Lx= 3.07 m Lx= 3.35L y= 4.18 m L y= 1.81 m L y= 1.81
Pg = W*At 14843.18 kg/piso Pg = W*At 5890.10 kg/piso Pg = W*At 0.00P= 1,10Pg P= 1,10Pg P= 1,10Pgn = 0.3 n = 0.3 n = 0.3f'c = 210 kg/cm2 f'c = 210 kg/cm2 f'c = 210b*t =P/(f'c*n) b*t =P/(f'c*n) b*t =P/(f'c*n)
# pisos 2 # pisos 2 # pisos 2P = 16327.498 Kg/piso P = 6479.1122 Kg/piso P = 0P = 32654.996 Kg P = 12958.2244 Kg P = 0
b*t 518.3332698 b*t 205.6861016 b*t 0condicion b=t condicion b=t condicion b=t
t = 22.76693369 cm t = 14.34176076 cm t = 0
Usar Usar Usarb= 0.25 m b= 0.25 m b= 0.25
t = 0.25 m t = 0.25 m t = 0.25Columna Interna C-14 Columna Interna C-17 Columna Interna C-18
Area tributaria = Lx*Ly Area tributaria = Lx*Ly Area tributaria = Lx*LyLx= 3.35 m Lx= 3.07 m Lx= 3.35L y= 1.81 m L y= 1.81 m L y= 1.81
Pg = W*At 6427.31 kg/piso Pg = W*At 0.00 kg/piso Pg = W*At 0.00P= 1,10Pg P= 1,10Pg P= 1,10Pgn = 0.3 n = 0.3 n = 0.3f'c = 210 kg/cm2 f'c = 210 kg/cm2 f'c = 210b*t =P/(f'c*n) b*t =P/(f'c*n) b*t =P/(f'c*n)
# pisos 2 # pisos 2 # pisos 2P = 7070.041 Kg/piso P = 0 Kg/piso P = 0P = 14140.082 Kg P = 0 Kg P = 0
b*t 224.445746 b*t 0 b*t 0condicion b=t condicion b=t condicion b=t
t = 14.98151348 cm t = 0 cm t = 0
Usar Usar Usarb= 0.25 m b= 0.25 m b= 0.25
t = 0.25 m t = 0.25 m t = 0.25
PREDIMENCIONAMIENTO DE COLUMNAS
Columna esquinada C-23
mm
kg/piso
kg/cm2
Kg/pisoKg
cm
m
mColumna externa C-8
mm
kg/piso
kg/cm2
Kg/pisoKg
cm
m
mColumna externa C-16
mm
kg/piso
kg/cm2
Kg/pisoKg
cm
m
m
Columna Interna C-10
mm
kg/piso
kg/cm2
Kg/pisoKg
cm
m
mColumna Interna C-18
mm
kg/piso
kg/cm2
Kg/pisoKg
cm
m
m
PREDIMENSIONADO DE LA LOSA
En losas aligeradas continuas conformadas por viguetas de 10 cm de ancho, bloques de ladrillo de 30 cm. de ancho y losa superior de 5 cm, con sobrecarga menor a 300 kg/m2 y luces menores a 7.5 m se cumple que:
h > = L / 25
C - 20 C - 21 C - 22
C - 16
C - 12
C - 8
C - 4
C - 1
C - 23
C - 17
C - 13
C - 9
C - 5
C - 18
C - 14
C - 10
C - 6
C - 2
C - 19
C - 15
C - 11
C - 7
C - 3
I II
III IV V
VI
VII VII IX
X XI
Peralte (h) Ln/25
Luz Libre (Ln) 4.6 b x h = 0.20 X
h 0.184
usar 0.20 m
DATOS:
Lnx= 5.88
Lny= 4.70
EJE X-X: (PRINCIPALES)
peralte (h) Lnx/14
h 0.42 b x h = 0.25 X
usar 0.45 m
ANCHO "b"
usar 0.25 m
EJE Y-Y:(SECUNDARIAS)
peralte (h) Lny/14
h 0.34 b x h = 0.25 X
usar 0.35 m
ANCHO "b"
usar 0.25 m
PREDIMENSIONAMIENTO DE VIGAS
b ≥ 0.25 ó b ≥ 0.30 h
b ≥ 0.25 ó b ≥ 0.30 h
PREDIMENSIONADO DE LA LOSA
En losas aligeradas continuas conformadas por viguetas de 10 cm de ancho, bloques de ladrillo de 30 cm. de ancho y losa superior de 5 cm, con sobrecarga menor a 300 kg/m2 y luces menores a 7.5 m se cumple que:
h > = L / 25
C - 20 C - 21 C - 22
C - 16
C - 12
C - 8
C - 4
C - 1
C - 23
C - 17
C - 13
C - 9
C - 5
C - 18
C - 14
C - 10
C - 6
C - 2
C - 19
C - 15
C - 11
C - 7
C - 3
I II
III IV V
VI
VII VII IX
X XI
0.20
0.45
0.35
(EJE X - X)
(EJE Y - Y)
METRADO DE CARGA
DIMENSIONES
Viga Principales b = 0.25 m h = 0.45 mVigas Secundarias b = 0.25 m h = 0.35 mColumna: 0.25 m 0.25 m
PESO POR METRO CUADRADO
Peso Espec del º 2.40 T/m³ Acabado 0.10 T/m²
Azotea S/C 0.10 T/m³ Tabiq Equivalente 0.12 T/m²
Vivienda S/C 0.20 T/m²
Aligarado (e=0.20 0.30 T/m² Ancho Tributario B
P. Esp. Muro de Al 1800 Kg/m³
Altura Entrepiso 2.60 m
Parapeto 1.00 m
1. PRIMER PISO
1.1. VIGAS PRNCIPALES
Eje Eje P. Propio Viga Peso Aligerado Peso Acabado
1A - C 5.88 m 2.30 m 0.27 T/m 0.61 T/m 0.23 T/m 2.30 m
C - D 3.38 m 2.30 m 0.27 T/m 0.61 T/m 0.23 T/m 0.00 m
Longuitud (m)luz
Ancho Tributario B (m)
Longitud muro (m)
C - 20 C - 21 C - 22
C - 16
C - 12
C - 8
C - 4
C - 1
C - 23
C - 17
C - 13
C - 9
C - 5
C - 18
C - 14
C - 10
C - 6
C - 2
C - 19
C - 15
C - 11
C - 7
C - 3
I II
III IV V
VI
VII VII IX
X XI
2
A - B 2.80 m 4.18 T/m 0.27 T/m 1.18 T/m 0.42 T/m 2.80 m
B - C 2.83 m 4.18 T/m 0.27 T/m 1.18 T/m 0.42 T/m 1.83 m
C - D 3.38 m 4.18 T/m 0.27 T/m 1.18 T/m 0.42 T/m 1.90 m
3
A - B 2.80 m 3.20 T/m 0.27 T/m 0.89 T/m 0.32 T/m 2.80 m
B - C 2.83 m 3.20 T/m 0.27 T/m 0.89 T/m 0.32 T/m 1.83 m
C - D 3.38 m 3.20 T/m 0.27 T/m 0.89 T/m 0.32 T/m 3.38 m
4
A - B 2.80 m 3.22 T/m 0.27 T/m 0.89 T/m 0.32 T/m 1.30 m
B - C 2.83 m 3.22 m 0.27 T/m 0.89 T/m 0.32 T/m 1.73 m
C - D 3.38 m 3.22 m 0.27 T/m 0.89 T/m 0.32 T/m 1.86 m
5
A - B 2.80 m 4.38 T/m 0.27 T/m 1.24 T/m 0.44 T/m 2.80 m
B - C 2.83 m 4.38 m 0.27 T/m 1.24 T/m 0.44 T/m 1.73 m
C - D 3.38 m 4.38 m 0.27 T/m 1.24 T/m 0.44 T/m 3.38 m
6
A - B 2.80 m 2.48 m 0.27 T/m 0.67 T/m 0.25 T/m 2.80 m
B - C 2.83 m 2.48 m 0.27 T/m 0.67 T/m 0.25 T/m 2.82 m
C - D 3.38 m 2.48 m 0.27 T/m 0.67 T/m 0.25 T/m 3.37 m
Para las vigas secundarias ya no se considera la carga viva, solo la carga muerta, por lo tanto no habra combinacion de carga
1.2. VIGAS SECUNDARIAS
Eje Eje Longuitud (m) P. Propio Viga Peso de Muro Carga Viva (Wv)
A
1 - 2 4.35 m 0.21 T/m 4.35 m 0.70 T/m 0.91 T/m no
2 - 3 3.50 m 0.21 T/m 3.50 m 0.70 T/m 0.91 T/m no
3 - 4 2.40 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
4 - 5 3.55 m 0.21 T/m 3.55 m 0.70 T/m 0.91 T/m no
5 - 6 4.70 m 0.21 T/m 4.70 m 0.70 T/m 0.91 T/m no
B
1 - 2 4.35 m 0.21 T/m 3.45 m 0.56 T/m 0.77 T/m no
2 - 3 3.50 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
3 - 4 2.40 m 0.21 T/m 2.40 m 0.70 T/m 0.91 T/m no
4 - 5 3.55 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
5 - 6 4.70 m 0.21 T/m 3.90 m 0.58 T/m 0.79 T/m no
C
1 - 2 4.35 m 0.21 T/m 4.35 m 0.70 T/m 0.91 T/m no
2 - 3 3.50 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
3 - 4 2.40 m 0.21 T/m 2.40 m 0.70 T/m 0.91 T/m no
4 - 5 3.55 m 0.21 T/m 2.65 m 0.52 T/m 0.73 T/m no
5 - 6 4.70 m 0.21 T/m 3.90 m 0.58 T/m 0.79 T/m no
D
1 - 2 4.35 m 0.21 T/m 4.35 m 0.70 T/m 0.91 T/m no
2 - 3 3.50 m 0.21 T/m 3.50 m 0.70 T/m 0.91 T/m no
3 - 4 2.40 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
4 - 5 3.55 m 0.21 T/m 3.55 m 0.70 T/m 0.91 T/m no
5 - 6 4.70 m 0.21 T/m 4.70 m 0.70 T/m 0.91 T/m no
3. SEGUNDO PISO
3.1. VIGAS PRNCIPALES
Longitud muro (m)
Carga Muerta (Wm)
Eje Eje Longuitud (m) P. Propio Viga Peso Aligerado Peso Acabado
1A - C 5.88 m 2.30 m 0.27 0.61 T/m 0.23 T/m 5.88 m
C - D 3.38 m 2.30 m 0.27 0.61 T/m 0.23 T/m 3.38 m
2
A - B 2.80 m 4.18 T/m 0.27 1.18 T/m 0.42 T/m 0.00 m
B - C 2.83 m 4.18 T/m 0.27 1.18 T/m 0.42 T/m 0.00 m
C - D 3.38 m 4.18 T/m 0.27 1.18 T/m 0.42 T/m 0.00 m
3
A - B 2.80 m 3.20 T/m 0.27 0.89 T/m 0.32 T/m 0.00 m
B - C 2.83 m 3.20 T/m 0.27 0.89 T/m 0.32 T/m 0.00 m
C - D 3.38 m 3.20 T/m 0.27 0.89 T/m 0.32 T/m 0.00 m
4
A - B 2.80 m 3.22 T/m 0.27 0.89 T/m 0.32 T/m 0.00 m
B - C 2.83 m 3.22 m 0.27 0.89 T/m 0.32 T/m 0.00 m
C - D 3.38 m 3.22 m 0.27 0.89 T/m 0.32 T/m 0.00 m
5
A - B 2.80 m 4.38 T/m 0.27 1.24 T/m 0.44 T/m 0.00 m
B - C 2.83 m 4.38 m 0.27 1.24 T/m 0.44 T/m 0.00 m
C - D 3.38 m 4.38 m 0.27 1.24 T/m 0.44 T/m 0.00 m
6
A - B 2.80 m 2.48 m 0.27 0.67 T/m 0.25 T/m 2.80 m
B - C 2.83 m 2.48 m 0.27 0.67 T/m 0.25 T/m 2.83 m
C - D 3.38 m 2.48 m 0.27 0.67 T/m 0.25 T/m 3.38 m
Para las vigas secundarias ya no se considera la carga viva, solo la carga muerta, por lo tanto no habra combinacion de carga
2.2. VIGAS SECUNDARIAS
Eje Eje Longuitud (m) P. Propio Viga Carga Viva (Wv)
A
2 - 3 2.90 m 0.21 T/m 4.35 m 0.00 T/m 0.21 T/m no
3 - 4 2.65 m 0.21 T/m 3.50 m 0.00 T/m 0.21 T/m no
4 - 5 2.20 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
5 - 6 3.48 m 0.21 T/m 3.55 m 0.00 T/m 0.21 T/m no
6 - 7 3.12 m 0.21 T/m 4.70 m 0.00 T/m 0.21 T/m no
B
2 - 3 2.90 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
3 - 4 2.65 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
4 - 5 2.20 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
5 - 6 3.48 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
6 - 7 3.12 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
C
2 - 3 2.90 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
3 - 4 2.65 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
4 - 5 2.20 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
5 - 6 3.48 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
6 - 7 3.12 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
D
2 - 3 2.90 m 0.21 T/m 4.35 m 0.00 T/m 0.21 T/m no
3 - 4 2.65 m 0.21 T/m 3.50 m 0.00 T/m 0.21 T/m no
4 - 5 2.20 m 0.21 T/m 0.00 m 0.00 T/m 0.21 T/m no
5 - 6 3.48 m 0.21 T/m 355.00 m 0.00 T/m 0.21 T/m no
6 - 7 3.12 m 0.21 T/m 4.70 m 0.00 T/m 0.21 T/m no
Ancho Tributario B (m)
Longitud muro (m)
Longitud muro (m)
Peso de Parapeto
Carga Muerta (Wm)
Carga Ubicada en 2º Piso
Peso de Muro Peso Tabiqueria Carga Viva (Wv) 1.4 * Wm 1.7 * Wv
0.27 T/m 0.25 T/m 1.636 T/m 0.410 T/m 2.29 T/m 0.70 T/m 2.99 T/m
0.00 T/m 0.25 T/m 1.361 T/m 0.410 T/m 1.91 T/m 0.70 T/m 2.60 T/m
Carga Muerta (Wm)
Wu = 1.4 (Wm) + 1.7 (Wv)
C - 20 C - 21 C - 22
C - 16
C - 12
C - 8
C - 4
C - 1
C - 23
C - 17
C - 13
C - 9
C - 5
C - 18
C - 14
C - 10
C - 6
C - 2
C - 19
C - 15
C - 11
C - 7
C - 3
I II
III IV V
VI
VII VII IX
X XI
0.70 T/m 0.47 T/m 3.041 T/m 0.786 T/m 4.26 T/m 1.34 T/m 5.59 T/m
0.45 T/m 0.47 T/m 2.793 T/m 0.786 T/m 3.91 T/m 1.34 T/m 5.25 T/m
0.39 T/m 0.47 T/m 2.733 T/m 0.786 T/m 3.83 T/m 1.34 T/m 5.16 T/m
0.70 T/m 0.35 T/m 2.531 T/m 0.590 T/m 3.54 T/m 1.00 T/m 4.55 T/m
0.45 T/m 0.35 T/m 2.283 T/m 0.590 T/m 3.20 T/m 1.00 T/m 4.20 T/m
0.70 T/m 0.35 T/m 2.531 T/m 0.590 T/m 3.54 T/m 1.00 T/m 4.55 T/m
0.33 T/m 0.36 T/m 2.165 T/m 0.594 T/m 3.03 T/m 1.01 T/m 4.04 T/m
0.43 T/m 0.36 T/m 2.269 T/m 0.594 T/m 3.18 T/m 1.01 T/m 4.19 T/m
0.39 T/m 0.36 T/m 2.226 T/m 0.594 T/m 3.12 T/m 1.01 T/m 4.13 T/m
0.70 T/m 0.50 T/m 3.145 T/m 0.826 T/m 4.40 T/m 1.40 T/m 5.81 T/m
0.43 T/m 0.50 T/m 2.872 T/m 0.826 T/m 4.02 T/m 1.40 T/m 5.42 T/m
0.70 T/m 0.50 T/m 3.145 T/m 0.826 T/m 4.40 T/m 1.40 T/m 5.81 T/m
0.70 T/m 0.27 T/m 2.157 T/m 0.446 T/m 3.02 T/m 0.76 T/m 3.78 T/m
0.70 T/m 0.27 T/m 2.154 T/m 0.446 T/m 3.02 T/m 0.76 T/m 3.77 T/m
0.70 T/m 0.27 T/m 2.155 T/m 0.446 T/m 3.02 T/m 0.76 T/m 3.77 T/m
Para las vigas secundarias ya no se considera la carga viva, solo la carga muerta, por lo tanto no habra combinacion de carga
Carga Ubicada en 2º Piso
1.4 * Wm 1.7 * Wv
1.28 T/m 0.00 T/m 1.28 T/m
1.28 T/m 0.00 T/m 1.28 T/m
0.29 T/m 0.00 T/m 0.29 T/m
1.28 T/m 0.00 T/m 1.28 T/m
1.28 T/m 0.00 T/m 1.28 T/m
1.07 T/m 0.00 T/m 1.07 T/m
0.29 T/m 0.00 T/m 0.29 T/m
1.28 T/m 0.00 T/m 1.28 T/m
0.29 T/m 0.00 T/m 0.29 T/m
1.11 T/m 0.00 T/m 1.11 T/m
1.28 T/m 0.00 T/m 1.28 T/m
0.29 T/m 0.00 T/m 0.29 T/m
1.28 T/m 0.00 T/m 1.28 T/m
1.03 T/m 0.00 T/m 1.03 T/m
1.11 T/m 0.00 T/m 1.11 T/m
1.28 T/m 0.00 T/m 1.28 T/m
1.28 T/m 0.00 T/m 1.28 T/m
0.29 T/m 0.00 T/m 0.29 T/m
1.28 T/m 0.00 T/m 1.28 T/m
1.28 T/m 0.00 T/m 1.28 T/m
Carga Ubicada en Azotea
Wu = 1.4 (Wm) + 1.7 (Wv)
Peso Parapeto Peso Tabiqueria Carga Viva (Wv) 1.4 * Wm 1.7 * Wv
0.27 T/m 0.25 T/m 1.63 T/m 0.21 T/m 2.28 T/m 0.35 T/m 2.63 T/m
0.27 T/m 0.25 T/m 1.63 T/m 0.21 T/m 2.28 T/m 0.35 T/m 2.63 T/m
0.00 T/m 0.47 T/m 2.34 T/m 0.39 T/m 3.27 T/m 0.67 T/m 3.94 T/m
0.00 T/m 0.47 T/m 2.34 T/m 0.39 T/m 3.27 T/m 0.67 T/m 3.94 T/m
0.00 T/m 0.47 T/m 2.34 T/m 0.39 T/m 3.27 T/m 0.67 T/m 3.94 T/m
0.00 T/m 0.35 T/m 1.83 T/m 0.30 T/m 2.56 T/m 0.50 T/m 3.06 T/m
0.00 T/m 0.35 T/m 1.83 T/m 0.30 T/m 2.56 T/m 0.50 T/m 3.06 T/m
0.00 T/m 0.35 T/m 1.83 T/m 0.30 T/m 2.56 T/m 0.50 T/m 3.06 T/m
0.00 T/m 0.36 T/m 1.84 T/m 0.30 T/m 2.58 T/m 0.50 T/m 3.08 T/m
0.00 T/m 0.36 T/m 1.84 T/m 0.30 T/m 2.58 T/m 0.50 T/m 3.08 T/m
0.00 T/m 0.36 T/m 1.84 T/m 0.30 T/m 2.58 T/m 0.50 T/m 3.08 T/m
0.00 T/m 0.50 T/m 2.44 T/m 0.41 T/m 3.42 T/m 0.70 T/m 4.12 T/m
0.00 T/m 0.50 T/m 2.44 T/m 0.41 T/m 3.42 T/m 0.70 T/m 4.12 T/m
0.00 T/m 0.50 T/m 2.44 T/m 0.41 T/m 3.42 T/m 0.70 T/m 4.12 T/m
0.27 T/m 0.27 T/m 1.72 T/m 0.22 T/m 2.41 T/m 0.38 T/m 2.79 T/m
0.27 T/m 0.27 T/m 1.72 T/m 0.22 T/m 2.41 T/m 0.38 T/m 2.79 T/m
0.27 T/m 0.27 T/m 1.72 T/m 0.22 T/m 2.41 T/m 0.38 T/m 2.79 T/m
Para las vigas secundarias ya no se considera la carga viva, solo la carga muerta, por lo tanto no habra combinacion de carga
Carga Ubicada en la Azotea
1.4 * Wm 1.7 * Wv
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
0.29 T/m 0.00 T/m 0.29 T/m
Carga Muerta (Wm)
Wu = 1.4 (Wm) + 1.7 (Wv)
Wu = 1.4 (Wm) + 1.7 (Wv)
COMBINACION DE CARGAS
PORTICO PRINCIPAL 1 - 1
Carga Viva
Carga Muerta
ESTADO 1:CARGA MUERTA COMBINACION 1
0.352.28 T/m 2.28 T/m 2.28 T/m
2.63
2.60 m 2.60 m
0.702.29 T/m 1.91 T/m 2.29 T/m
2.993.75 m 3.75 m
6.13 3.63 6.13
ESTADO 2 : CARGA VIVA COMBINACION 2
0.35 2.28 T/m
2.60 m 2.60 m
0.70
0.70 2.29 T/m
2.993.75 m 3.75 m
6.13 3.63 6.13
ESTADO 3 : CARGA VIVA COMBINACION 3
0.70
0.70 2.28 T/m
2.98
2.60 m 2.60 m
0.35 2.29 T/m
3.75 m 3.75 m
6.13 3.63 6.13
COMBINACION 1
0.352.28 T/m
2.63
0.701.91 T/m
2.60
3.63
COMBINACION 2
0.352.28 T/m
2.63
1.91 T/m
3.63
COMBINACION 3
2.28 T/m
0.35
1.91 T/m
2.25
3.63
CROSS PARA COMBINACION 1 -PORTICO 1
1ELEMENTOS b h INERCIAS Wu
VP 0.25 0.45 189843.75 2.6
VS 0.25 0.35 89322.92 4COLUMNA 0.25 0.25 32552.08
3.75
NUDO 1 I / L FD 7K1-2 309.70 0.7121
K1-4 125.2003 0.2879
Σ 434.8965 1.0000
ESTADO 1
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M1-2 -8.24 Tn-m
NUDO 2 I / L FD M2-1 8.24 Tn-m
K2-1 309.70 0.3233 M2-3 -2.89 Tn-m
K2-3 522.9855 0.5460 M3-2 2.89 Tn-m
K2-5 125.2003 0.1307
Σ 957.8820 1.0000
NUDO 3 I / L FD
K3-2 522.9855 0.8068 2º 0.2879 0.7121K3-6 125.2003 0.1932 -8.2416
Σ 648.1859 1.0000 1.12232.0495 5.0697
NUDO 4 I / L FD 0.0326 -1.1023K4-1 125.2003 0.2400 0.3080 0.7618K4-5 309.6962 0.5936 -0.0022 -0.0847K4-7 86.8056 0.1664 0.0250 0.0619
Σ 521.7020 1.0000 -0.0012 -0.00540.0019 0.0047
NUDO 5 I / L FD -0.0002 -0.0009K5-2 125.2003 0.1198 0.0003 0.0008K5-4 309.6962 0.2964 0.0000 -0.0002K5-6 522.9855 0.5006 0.0001 0.0002K5-8 86.8056 0.0831 -0.0001
Σ 1044.6876 1.0000 3.5360 -3.5361
NUDO 6 I / L FD
K6-3 125.2003 0.1703 3.4948K6-5 522.9855 0.7116 0.0000K6-9 86.8056 0.1181 -0.0001
Σ 734.9914 1.0000 0.0002-0.00050.0010-0.00240.0125-0.0044
1
0.15400.06511.02482.2446
1º 0.1664 0.2400
1.5562
0.0452
-0.0030
-0.0017
-0.0003
-0.0001
1.5963
0.79827
4
CROSS PARA COMBINACION 1 -PORTICO 1
2 32.63 2.63
25X25 25X25
25X45 5 62.99 2.60
25X25 25X25
8 96.13 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M4-5 -9.35 Tn-m
M5-4 9.35 Tn-m
M5-6 -2.86 Tn-m
M6-5 2.86 Tn-m
0.3233 0.1307 5º 0.54608.2416 -2.8900
2.5349 -1.0677-2.2046 -0.8912 -3.72290.3809 -0.5240 0.6670-0.1694 -0.0685 -0.28600.0309 -0.0549 0.0575-0.0108 -0.0044 -0.01830.0024 -0.0010 0.0040-0.0017 -0.0007 -0.00290.0004 0.0004 0.0007-0.0005 -0.0002 -0.00080.0001 0.0001 0.0002-0.0001 0.0000 -0.00028.8040 -1.5444 -7.2595
-1.64130.00000.00000.0002-0.00010.0008-0.0003-0.0021
2
-0.0022-0.1098-0.0342-1.0480-0.4456 6º
0.5936 0.2964 0.1198 0.0831 0.5006-9.3530 9.3530 -2.85765.5522 2.7761 -0.0813-1.2961 -2.5923 -0.7266 -4.37760.1611 0.0805 0.8697-0.1358 -0.2715 -0.0761 -0.4586-0.0108 -0.0054 0.0248-0.0025 -0.0051 -0.0014 -0.0086-0.0059 -0.0030 -0.00340.0010 0.0020 0.0006 0.0033-0.0012 -0.0006 -0.00090.0002 0.0005 0.0001 0.0008-0.0002 -0.0001 -0.00020.0001 0.0001 0.0000 0.0002-5.0910 9.3342 -0.8034 -6.8895
-0.40178
5
ELEMENTOS b hVP 0.25 0.45VS 0.25 0.35
COLUMNA 0.25 0.25
NUDO 1 I / L FD
K1-2 309.70 0.7121
K1-4 125.2003 0.2879
Σ 434.8965 1.0000
NUDO 2 I / L FD
K2-1 309.70 0.3233
K2-3 522.9855 0.5460
K2-5 125.2003 0.1307
Σ 957.8820 1.0000
NUDO 3 I / L FD
0.8068 0.1932 4º K3-2 522.9855 0.8068
2.8900 K3-6 125.2003 0.1932
-0.2434 Σ 648.1859 1.0000
-2.1354 -0.5112-1.8614 0.2082 NUDO 4 I / L FD
1.3339 0.3193 K4-1 125.2003 0.2400
-0.1430 0.0005 K4-5 309.6962 0.5936
0.1150 0.0275 K4-7 86.8056 0.1664
-0.0092 -0.0008 Σ 521.7020 1.0000
0.0080 0.0019-0.0015 -0.0002 NUDO 5 I / L FD
0.0014 0.0003 K5-2 125.2003 0.1198
-0.0004 0.0000 K5-4 309.6962 0.2964
0.0004 0.0001 K5-6 522.9855 0.5006
-0.0001 K5-8 86.8056 0.0831
0.1977 -0.1978 Σ 1044.6876 1.0000
NUDO 6 I / L FD
K6-3 125.2003 0.1703
-0.1417 K6-5 522.9855 0.7116
0.0000 K6-9 86.8056 0.1181
-0.0001 Σ 734.9914 1.0000
0.0002-0.00040.0010-0.00160.0138
3
0.01190.15970.4164-0.2556-0.4868
0.7116 0.1703 0.1181 3º2.8576-2.0334 -0.3375-2.18881.7393 0.2887-0.22930.0495 0.0082-0.0043-0.0067 -0.00110.0017-0.0019 -0.00030.0004-0.0004 -0.00010.00010.1839 -0.0421
-0.0210 9
6
CROSS PARA COMBINACION 2 -PORTICO 1
1 2 3INERCIAS Wu 2.28 2.63
189843.75 2.6 25X25 25X25
89322.92 4 25X45 5 632552.08 2.99 1.91
3.75 25X25 25X25
7 8 96.13 3.63
ESTADO 2
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M1-2 -7.1503 Tn-m M4-5 -9.3530 Tn-m
M2-1 7.1503 Tn-m M5-4 9.3530 Tn-m
M2-3 -2.8900 Tn-m M5-6 -2.0923 Tn-m
M3-2 2.8900 Tn-m M6-5 2.0923 Tn-m
2º 0.2879 0.7121 0.3233 0.1307-7.1503 7.1503
1.12231.7354 4.2926 2.14630.0672 -0.8588 -1.7176 -0.69440.2279 0.5637 0.2819 -0.57710.0060 -0.0320 -0.0640 -0.02590.0075 0.0186 0.0093 -0.06620.0009 0.0057 0.0115 0.0046-0.0019 -0.0047 -0.0023 -0.00440.0002 0.0018 0.0036 0.0015-0.0006 -0.0015 -0.0007 -0.00050.0001 0.0004 0.0008 0.0003-0.0001 -0.0003 -0.0002 -0.0001
0.0001 0.0002 0.00013.1647 -3.1646 7.8189 -1.3619
3.3772-0.0001 -1.65330.0001 -0.0001-0.0003 0.00000.0005 -0.0002-0.0009 0.00020.0017 -0.00090.0038 0.00070.0119 -0.0088
1 2
0.1140 0.00230.1343 -0.13230.8677 -0.01292.2446 -1.1541
-0.3472
1º 0.1664 0.2400 0.5936 0.2964 0.1198-9.3530 9.3530
1.5562 5.5522 2.7761-1.4274 -2.8548
0.0931 0.3323 0.1661-0.1636 -0.3273
0.0083 0.0295 0.0147-0.0109 -0.0217
0.0012 0.0042 0.0021-0.0011 -0.0022
0.0003 0.0012 0.0006-0.0003 -0.0005
0.0001 0.0003 0.0002-0.0001 -0.0001
1.6593 -5.0366 9.1061
0.82967 8
54
5º 0.5460 0.8068 0.1932 4º-2.8900 2.8900
-0.1782-1.0940 -2.1880 -0.5238-2.9005 -1.4503 0.22760.4932 0.9865 0.2362-0.1081 -0.0541 0.00110.0214 0.0428 0.01020.0194 0.0097 0.0011-0.0044 -0.0087 -0.00210.0061 0.0030 0.0003-0.0013 -0.0026 -0.00060.0014 0.0007 0.0001-0.0003 -0.0006 -0.00010.0003 0.0002-6.4569 0.2285 -0.2283
-0.0115-0.00010.0001-0.00030.0005-0.00100.00230.0051
23
0.02700.11810.4552-0.2619
6º -0.3564
0.0831 0.5006 0.7116 0.1703 0.1181 3º-2.0923 2.0923-0.0596 -1.4888 -0.2471
-0.8002 -4.8209 -2.41050.9508 1.9015 0.3156
-0.0917 -0.5527 -0.27630.0563 0.1126 0.0187
-0.0061 -0.0367 -0.01840.0047 0.0094 0.0016
-0.0006 -0.0038 -0.00190.0010 0.0021 0.0003
-0.0002 -0.0009 -0.00050.0003 0.0006 0.0001
0.0000 -0.0002 -0.0001-0.8988 -6.5540 -0.0779 0.0892
-0.4494 0.04468 9
65
CROSS PARA COMBINACION 3 -PORTICO 1
1ELEMENTOS b h INERCIAS Wu 2.98
VP 0.25 0.45 189843.75 2.6
VS 0.25 0.35 89322.92 4 25X45
COLUMNA 0.25 0.25 32552.08 2.29
3.75
NUDO 1 I / L FD 7K1-2 309.70 0.7121 6.13K1-4 125.2003 0.2879
Σ 434.8965 1.0000
ESTADO 3
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M1-2 -9.33 Tn-m M4-5
NUDO 2 I / L FD M2-1 9.33 Tn-m M5-4
K2-1 309.70 0.3233 M2-3 -2.51 Tn-m M5-6
K2-3 522.9855 0.5460 M3-2 2.51 Tn-m M6-5
K2-5 125.2003 0.1307
Σ 957.8820 1.0000
NUDO 3 I / L FD
K3-2 522.9855 0.8068 2º 0.2879 0.7121K3-6 125.2003 0.1932 -9.3328
Σ 648.1859 1.0000 0.86042.4391 6.0334
NUDO 4 I / L FD -0.0366 -1.4413K4-1 125.2003 0.2400 0.4255 1.0524K4-5 309.6962 0.5936 -0.0172 -0.1742K4-7 86.8056 0.1664 0.0551 0.1363
Σ 521.7020 1.0000 -0.0049 -0.02570.0088 0.0218
NUDO 5 I / L FD -0.0011 -0.0057K5-2 125.2003 0.1198 0.0020 0.0049K5-4 309.6962 0.2964 -0.0003 -0.0014K5-6 522.9855 0.5006 0.0005 0.0012K5-8 86.8056 0.0831 -0.0003
Σ 1044.6876 1.0000 3.7313 -3.7316
NUDO 6 I / L FD
K6-3 125.2003 0.1703 3.0661K6-5 522.9855 0.7116 0.0002K6-9 86.8056 0.1181 -0.0005
Σ 734.9914 1.0000 0.0010-0.00220.0044-0.00980.0276-0.0344
1
0.2127-0.07321.21951.7208
1º 0.1664 0.2400 0.5936-7.1704
1.1931 4.2565-0.9146
-0.0507 -0.1810-0.0693
-0.0239 -0.08510.0133
-0.0068 -0.02430.0048
-0.0015 -0.00550.0012
-0.0004 -0.00130.0003
1.1098 -4.1754
0.55497
4
CROSS PARA COMBINACION 3 -PORTICO 1
2 32.28
25X25 25X25
5 62.25
25X25 25X25
8 93.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-7.17 Tn-m
7.17 Tn-m
-2.47 Tn-m
2.47 Tn-m
0.3233 0.1307 5º 0.5460 0.80689.3328 -2.5073 2.5073
3.0167 -0.9265 -1.8530-2.8826 -1.1653 -4.8678 -2.43390.5262 -0.3698 0.9212 1.8424-0.3484 -0.1409 -0.5884 -0.29420.0682 -0.0280 0.1190 0.2379-0.0514 -0.0208 -0.0869 -0.04340.0109 0.0054 0.0193 0.0385-0.0115 -0.0046 -0.0194 -0.00970.0024 0.0020 0.0044 0.0087-0.0028 -0.0011 -0.0048 -0.00240.0006 0.0005 0.0011 0.0021-0.0007 -0.0003 -0.0012 -0.00069.6604 -1.7230 -7.9374 -0.0001
-1.4462 -0.11660.0002 0.0003-0.0001 -0.00050.0009 0.0010-0.0006 -0.00220.0039 0.0046-0.0023 -0.00870.0108 0.0285
23
-0.0104 -0.0176-0.0560 0.2205-0.0704 0.3009-0.7395 -0.2218-0.5827 6º -0.4216
0.2964 0.1198 0.0831 0.5006 0.7116 0.17037.1704 -2.4750 2.47502.1283 -0.0704 -1.7611-1.8293 -0.5127 -3.0891 -1.5445-0.0905 0.6284 1.2568-0.1386 -0.0388 -0.2340 -0.1170-0.0426 -0.0368 -0.07370.0266 0.0075 0.0450 0.0225-0.0121 -0.0181 -0.03630.0097 0.0027 0.0163 0.0082-0.0027 -0.0045 -0.00910.0023 0.0007 0.0039 0.0020-0.0006 -0.0011 -0.00210.0005 0.0002 0.0009 0.00057.2214 -0.5406 -5.2345 0.2211
-0.2703 -0.05198
65
0.1932 4º
-0.2108-0.44360.15040.4411-0.00070.0570-0.00430.0092-0.00110.0021-0.00030.0005
-0.0005
3
0.1181 3º
-0.2923
0.2086
-0.0122
-0.0060
-0.0015
-0.0004
-0.1038
9
6
COMBINACION DE CARGAS
PORTICO PRINCIPAL 2 - 2
ESTADO 1: ESTADO PARA CARGA MUERTA ESTADO 1
3.27 T/m 3.27 T/m 3.27 T/m 0.67 T/m 0.67 T/m
3.27 T/m 3.27 T/m
3.94 T/m 3.94 T/m
2.60 m
2.64.26 T/m 3.91 T/m 3.83 T/m 1.34 T/m 1.34 T/m
4.26 T/m 3.91 T/m
3.75 m 5.59 T/m 5.25 T/m
3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 2: ESTADO PARA CARGA VIVA ESTADO 2
0.67 T/m 0.67 T/m
3.27 T/m 3.27 T/m
3.94 T/m
2.60 m
2.61.34 T/m 1.34 T/m 1.34 T/m
4.26 T/m 3.91 T/m
5.59 T/m
3.75 m 3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 3: ESTADO PARA CARGA VIVA ESTADO 3
0.67 T/m 0.67 T/m 0.67 T/m
3.27 T/m 3.27 T/m
3.94 T/m
2.60 m
2.6
1.34 T/m 1.34 T/m
4.26 T/m 3.91 T/m
5.25 T/m
3.75 m 3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 4: ESTADO PARA CARGA VIVA ESTADO 4
0.67 T/m 0.67 T/m 0.67 T/m
3.27 T/m 3.27 T/m
3.94 T/m
2.60 m
2.60 m
1.34 T/m 1.34 T/m 1.34 T/m 1.34 T/m
4.26 T/m 3.91 T/m
5.59 T/m 5.25 T/m
3.75 m 3.75 m
A B C D
3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 5: ESTADO PARA CARGA VIVA ESTADO 5
0.67 T/m 0.67 T/m 0.67 T/m 0.67 T/m
3.27 T/m 3.27 T/m
3.94 T/m 3.94 T/m
2.60 m
2.60 m
1.34 T/m 1.34 T/m 1.34 T/m
4.26 T/m 3.91 T/m
5.25 T/m
3.75 m 3.75 m
A B C D
3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
0.67 T/m
3.27 T/m
3.94 T/m
1.34 T/m
3.83 T/m
5.16 T/m
C D
3.63 m
ESTADO 2
3.27 T/m
1.34 T/m
3.83 T/m
5.16 T/m
C D3.63 m
ESTADO 3
0.67 T/m
3.27 T/m
3.94 T/m
3.83 T/m
C D3.63 m
ESTADO 4
0.67 T/m
3.27 T/m
3.94 T/m
3.83 T/m
C D3.63 m
ESTADO 5
3.27 T/m
1.34 T/m
3.83 T/m
5.16 T/m
C D3.63 m
CROSS PARA COMBINACION 1 - PORTICO 2
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75 3.94
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
5.59
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398 3.05
Σ 1352.6068 1.0000
ESTADO 1 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2 -3.06 Tn-m
K2-1 622.44 0.3161 M2-1 3.06 Tn-m
K2-3 616.3758 0.3130 M2-3 -3.12 Tn-m
K2-6 730.1683 0.3708 M3-2 3.12 Tn-m
Σ 1968.9826 1.0000 M3-4 -4.33 Tn-m
M4-3 4.33 Tn-m
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398 0.4602
K5-1 730.1683 0.3928 0.8516 -3.0560
K5-6 622.4385 0.3349 1.1900 1.0144
K5-9 506.2500 0.2723 -0.0963 -0.0706
Σ 1858.8568 1.0000 0.0901 0.0768
-0.0040 -0.0346
NUDO 6 I / L FD 0.0209 0.0178
K6-2 730.1683 0.2950 -0.0020 0.0098
K6-5 622.4385 0.2515 -0.0043 -0.0036
K6-7 616.3758 0.2490 0.0003 0.0005
K6-10 506.2500 0.2045 -0.0004 -0.0004
Σ 2475.2326 1.0000 0.0000 -0.0002
0.0001 0.0001
NUDO 7 I / L FD 0.0000 0.0000
K7-3 730.1683 0.3073 0.0000 0.0000
K7-6 616.3758 0.2594 0.0000
K7-8 522.9855 0.2201 2.0460 -2.0460
1
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827 2.1474
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040 0.0000
Σ 1253.1538 1.0000 0.0000
0.0001
-0.0002
0.0006
-0.0021
-0.0039
0.0104
-0.0081
0.0451
-0.1926
0.5950
1.7031
0.2723 0.3928
0.3349
-4.3358
1.1808 1.4518
-0.1046
-0.1336 -0.1642
-0.0245
-0.0056 -0.0069
-0.0005
-0.0027 -0.0033
0.0005
0.0004 0.0005
0.0000
0.0001 0.0001
0.0000
0.0000 0.0000
0.0000
1.0394 -3.1868
0.5197
0.0000
0.0000
0.0002
-0.0014
-0.0028
-0.0668
0.5904
5
9
9
CROSS PARA COMBINACION 1 - PORTICO 2
2 3 43.94 3.94
6 7 85.25 5.16
10 11 12
3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M5-6 -4.34 Tn-m
M6-5 4.34 Tn-m
M6-7 -4.15 Tn-m
M7-6 4.15 Tn-m
M7-8 -5.67 Tn-m
M8-7 5.67 Tn-m
COMBINACION 1 - DEARROLLO DEL CROSS
0.3161 0.3130 0.3297
3.0560 0.3708 -3.1164 3.1164 0.3906
0.5072
-0.1412 -0.1657 -0.1399 -0.0699
0.0384 -0.1227 0.3035 0.6070 0.719006041
-0.0693 -0.0813 -0.0686 -0.0343 0.3764
0.0089 -0.0288 -0.0424 -0.0848 -0.1005
0.0197 0.0231 0.0195 0.0097 -0.0049
-0.0018 -0.0006 -0.0008 -0.0016 -0.0019
0.0010 0.0012 0.0010 0.0005 -0.0037
-0.0002 0.0006 0.0005 0.0011 0.0012
-0.0003 -0.0004 -0.0003 -0.0001 -0.0003
0.0000 0.0000 0.0001 0.0002 0.0002
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
2 3
3.4183 -0.3745 -3.0438 0.0000
3.5440 0.9855
-0.4143 -4.0924 4.6395
0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
-0.0002 -0.0002 -0.0004
0.0012 0.0010 0.0005
0.0006 -0.0031 -0.0062
-0.0012 -0.0010 -0.0005
0.0115 -0.0041 -0.0083
-0.0575 -0.0485 -0.0243
-0.0406 0.3177 0.6354
-0.2454 -0.2072 -0.1036
-0.0828 -4.1469 4.1469
0.2950 0.2490 0.2594
0.2515 0.2045 0.2131
4.3358
0.7259
-0.2092 -0.1701
-0.0821 0.5219
-0.0490 -0.0399
-0.0034 -0.0068
-0.0010 -0.0008
-0.0017 -0.0051
0.0011 0.0009
0.0003 -0.0004
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
4.7167 -0.2099 0.0000
0.5095
-0.1050 0.2548
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
0.0004 -0.0002
-0.0004 -0.0026
-0.0199 -0.0034
-0.0851 0.2609
6
1110
1110
ELEMENTOS
VP
VS
COLUMNA
NUDO 1
K1-2
K1-5
Σ
NUDO 2
K2-1
K2-3
K2-6
Σ
NUDO 3
K3-2
K3-4
K3-7
Σ
NUDO 4
K4-3
K4-8
Σ
0.2797 0.4173 0.5827 NUDO 5
-4.3288 4.3288 -1.6516 K5-1
-0.5586 -1.1173 -1.5599 K5-6
K5-9
0.5150 0.2575 0.1487 Σ
-0.0848 -0.1695 -0.2367
-0.0720 -0.0360 0.0355 NUDO 6
0.0001 0.0002 0.0003 K6-2
-0.0014 -0.0007 0.0007 K6-5
0.0000 0.0000 0.0000 K6-7
0.0009 0.0004 0.0001 K6-10
-0.0001 -0.0002 -0.0003 Σ
0.0001 0.0001 0.0000
0.0000 0.0000 -0.0001 NUDO 7
0.0000 0.0000 0.0000 K7-3
0.0000 0.0000 0.0000 K7-6
0.0000 0.0000 K7-8
3 4
3.2632 -3.2632 K7-11
-4.5295 Σ
1.0440 NUDO 8
0.0000 -3.8314 K8-4
0.0000 0.0000 K8-7
0.0000 0.0000 K8-12
0.0000 0.0000 Σ
0.0000 0.0001
0.0001 -0.0001
-0.0005 0.0001
0.0006 0.0000
-0.0074 0.0015
-0.0010 0.0001
-0.0098 0.0710
-0.0502 -0.1183
0.7527 0.2974
-0.7800
0.3595 -3.3031
0.3073 0.5827 0.4040
0.2201 0.4173
-5.6690 5.6690
-1.1829 -2.3659 -2.2902
0.5391 0.2696
0.1065 0.2130 0.2062
-0.0070 -0.0035
0.0254 0.0509 0.0492
-0.0053 -0.0026
0.0005 0.0010 0.0010
-0.0004 -0.0002
0.0000 0.0001 0.0001
0.0000 0.0000
0.0000 0.0001 0.0001
0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000
-6.1931 3.8314 -2.0336
-1.0168
0.0000
0.0000
0.0000
0.0005
0.0246
0.1031
-1.1451
78
1211
1211
CROSS PARA COMBINACION 2- PORTICO 2
b h INERCIAS 1 20.25 0.45 189843.75 3.27 3.94
0.25 0.35 89322.92 2.6
0.25 0.25 32552.08 5 65.59 3.91
I / L FD 3.75622.44 0.4602 9 10
730.1683 0.5398 3.05 3.081352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)I / L FD M1-2 -2.54 Tn-m M5-6 -4.34 Tn-m
622.44 0.3161 M2-1 2.54 Tn-m M6-5 4.34 Tn-m
616.3758 0.3130 M2-3 -3.12 Tn-m M6-7 -3.09 Tn-m
730.1683 0.3708 M3-2 3.12 Tn-m M7-6 3.09 Tn-m
1968.9826 1.0000 M3-4 -3.60 Tn-m M7-8 -5.67 Tn-m
M4-3 3.60 Tn-m M8-7 5.67 Tn-m
I / L FD
616.3758 0.3297
522.9855 0.2797
730.1683 0.3906
1869.5296 1.0000
I / L FD
522.9855 0.4173
730.1683 0.5827
1253.1538 1.0000
I / L FD 0.5398 0.4602
730.1683 0.3928 0.8516 -2.5381
622.4385 0.3349 0.9104 0.7761
506.2500 0.2723 -0.0399 0.0301
1858.8568 1.0000 0.0053 0.0045
0.0117 0.0242
I / L FD -0.0193 -0.0165
730.1683 0.2950 0.0034 0.0279
622.4385 0.2515 -0.0169 -0.0144
616.3758 0.2490 0.0019 0.0043
506.2500 0.2045 -0.0033 -0.0028
2475.2326 1.0000 0.0004 0.0007
-0.0006 -0.0005
I / L FD 0.0000 0.0002
730.1683 0.3073 -0.0001 -0.0001
616.3758 0.2594 0.0000
522.9855 0.2201 1.7045 -1.7044
1
506.2500 0.2131
2375.7796 1.0000
I / L FD
730.1683 0.5827 2.0961
522.9855 0.4173
506.2500 0.4040 0.0002
1253.1538 1.0000 -0.0003
0.0008
-0.0017
0.0038
-0.0085
0.0068
-0.0097
0.0233
0.0026
-0.0797
0.4552
1.7031
0.2723 0.3928
0.3349
-4.3358
1.1808 1.4518
-0.2523
-0.0553 -0.0680
-0.0620
0.0162 0.0199
-0.0077
0.0047 0.0058
-0.0012
0.0026 0.0032
-0.0004
0.0006 0.0007
-0.0001
0.0001 0.0001
0.0000
1.1498 -3.2459
0.5749
0.0001
0.0003
0.0013
0.0024
0.0081
-0.0276
0.5904
5
9
9
CROSS PARA COMBINACION 2- PORTICO 2
3 43.27
7 85.16
11 12
3.63
COMBINACION 2 - DEARROLLO DEL CROSS
0.3161 0.3130 0.3297 0.2797
2.5381 0.3708 -3.1164 3.1164 0.3906 -3.5951
0.3880 -0.4056
0.0602 0.0706 0.0596 0.0298
0.0023 -0.2959 0.1409 0.2817 0.333745478 0.2390
0.0483 0.0567 0.0478 0.0239 0.5907 -0.0336
-0.0082 -0.0727 -0.0958 -0.1916 -0.2269 -0.1625
0.0559 0.0655 0.0553 0.0277 0.0223 0.0151
-0.0072 -0.0091 -0.0107 -0.0214 -0.0254 -0.0182
0.0085 0.0100 0.0085 0.0042 0.0021 0.0033
-0.0014 -0.0014 -0.0016 -0.0032 -0.0038 -0.0027
0.0014 0.0016 0.0014 0.0007 0.0012 0.0006
-0.0003 -0.0005 -0.0004 -0.0008 -0.0010 -0.0007
0.0004 0.0004 0.0004 0.0002 0.0003 0.0001
0.0000 -0.0001 -0.0001 -0.0002 -0.0002 -0.0002
0.0001 0.0001 0.0001 0.0000 0.0001 0.0000
0.0000 0.0000 0.0000 -0.0001 0.0000
2 3
3.0859 -0.1748 -2.9111 0.0000
3.2674 0.6931 -3.9605
-0.6571 -3.2112 3.8113 1.2717
0.0000 0.0000 0.0000
-0.0001 0.0000 0.0000 0.0000
0.0001 0.0001 0.0001 0.0001
-0.0002 -0.0002 -0.0001 -0.0001
0.0002 0.0003 0.0005 0.0006
-0.0010 -0.0009 -0.0004 -0.0005
0.0008 0.0010 0.0020 0.0024
-0.0029 -0.0024 -0.0012 -0.0019
0.0050 0.0018 0.0036 0.0043
-0.0181 -0.0153 -0.0077 -0.0127
0.0328 0.0188 0.0376 0.0446
-0.1454 -0.1228 -0.0614 -0.1135
0.0283 0.4987 0.9974 1.1815
-0.5918 -0.4996 -0.2498
0.0353 -3.0906 3.0906 0.1669
0.2950 0.2490 0.2594 0.3073
0.2515 0.2045 0.2131 0.2201
4.3358 -5.6690
0.7259 -1.1829
-0.5045 -0.4103
-0.0340 0.8192 0.8462
-0.1240 -0.1008 0.0299
0.0099 0.0309 0.0319
-0.0155 -0.0126 0.0065
0.0029 0.0030 0.0031
-0.0024 -0.0020 -0.0047
0.0016 0.0017 0.0017
-0.0009 -0.0007 -0.0011
0.0004 0.0004 0.0005
-0.0002 -0.0002 -0.0002
0.0001 0.0001 0.0001
0.0000 0.0000 -0.0001
4.3951 -0.5267 0.0000 0.0000
0.8552 -5.9383
-0.2633 0.4277
0.0000 0.0000
-0.0001 0.0001
-0.0004 0.0002
-0.0010 0.0008
-0.0063 0.0015
-0.0504 0.0154
-0.2052 0.4096
67
1110
1110
ELEMENTOS b hVP 0.25 0.45VS 0.25 0.35
COLUMNA 0.25 0.25
NUDO 1 I / L FD
K1-2 622.44 0.4602
K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
NUDO 2 I / L FD
K2-1 622.44 0.3161
K2-3 616.3758 0.3130
K2-6 730.1683 0.3708
Σ 1968.9826 1.0000
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
0.4173 0.5827 NUDO 5 I / L FD
3.5951 -1.6516 K5-1 730.1683 0.3928
-0.8111 -1.1324 K5-6 622.4385 0.3349
K5-9 506.2500 0.2723
0.1195 0.0417 Σ 1858.8568 1.0000
-0.0673 -0.0939
-0.0813 0.0090 NUDO 6 I / L FD
0.0301 0.0421 K6-2 730.1683 0.2950
-0.0091 -0.0066 K6-5 622.4385 0.2515
0.0065 0.0091 K6-7 616.3758 0.2490
-0.0013 -0.0016 K6-10 506.2500 0.2045
0.0012 0.0017 Σ 2475.2326 1.0000
-0.0004 -0.0003
0.0003 0.0004 NUDO 7 I / L FD
-0.0001 -0.0001 K7-3 730.1683 0.3073
0.0001 0.0001 K7-6 616.3758 0.2594
0.0000 K7-8 522.9855 0.2201
4
2.7824 -2.7824 K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
-3.8053 K8-4 730.1683 0.5827
0.0000 K8-7 522.9855 0.4173
-0.0001 K8-12 506.2500 0.4040
0.0002 Σ 1253.1538 1.0000
-0.0006
0.0009
-0.0032
0.0046
-0.0132
0.0210
0.0181
-0.0470
0.0834
-0.5662
-3.3031
0.5827 0.4040
0.4173
5.6690
-2.3659 -2.2902
0.4231
0.0597 0.0578
0.0160
0.0129 0.0125
0.0015
-0.0094 -0.0091
0.0009
-0.0023 -0.0022
0.0002
-0.0005 -0.0004
0.0000
-0.0001 -0.0001
0.0000
3.8053 -2.2317
-1.1158
0.0000
-0.0002
-0.0011
-0.0046
0.0063
0.0289
-1.1451
8
12
12
CROSS PARA COMBINACION 3- PORTICO 2
INERCIAS 1 2 3189843.75 3.94 3.27 3.94
89322.92 2.632552.08 5 6 7
4.26 5.25 3.83
3.75
9 10 11
3.05 3.08 3.63
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M1-2 -3.06 Tn-m M5-6 -3.30 Tn-m
M2-1 3.06 Tn-m M6-5 3.30 Tn-m
M2-3 -2.59 Tn-m M6-7 -4.15 Tn-m
M3-2 2.59 Tn-m M7-6 4.15 Tn-m
M3-4 -4.33 Tn-m M7-8 -4.20 Tn-m
M4-3 4.33 Tn-m M8-7 4.20 Tn-m
COMBINACION 3- DEARROLLO DEL CROSS
0.5398 0.4602 0.3161 0.3130
0.6481 -3.0560 3.0560 0.3708
1.2998 1.1080 0.5540
-0.1396 -0.1615 -0.3230 -0.3789
0.1625 0.1386 0.0693 0.0714
-0.0203 -0.0886 -0.1773 -0.2079
0.0588 0.0501 0.0251 0.0257
-0.0073 -0.0121 -0.0242 -0.0284
0.0105 0.0089 0.0045 0.0091
-0.0015 -0.0038 -0.0077 -0.0090
0.0029 0.0024 0.0012 0.0028
-0.0004 -0.0011 -0.0022 -0.0025
0.0008 0.0007 0.0003 0.0006
0.0000 -0.0002 -0.0005 -0.0006
0.0001 0.0001 0.0001 0.0001
-0.0001 -0.0001 -0.0001
2.0145 -2.0146 0.0000
1 2
3.1755 -0.5177
-0.0942 -3.9534
1.7256 0.0000
0.0001 0.0001
-0.0002 -0.0001 -0.0001
0.0004 0.0003 0.0002
-0.0008 -0.0003 -0.0003
0.0014 0.0012 0.0010
-0.0030 -0.0013 -0.0016
0.0052 0.0056 0.0047
-0.0146 -0.0045 -0.0081
0.0294 0.0182 0.0154
-0.0405 -0.0142 -0.0302
0.0813 0.0515 0.0435
-0.2792 -0.1040 0.0485
0.6499 0.1428 0.1205
1.2962 -0.1895 -4.1469
0.2723 0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-3.2999 3.2999
0.8987 1.1050 0.5525
0.0609 0.1217 0.0990
-0.1936 -0.2380 -0.1190
0.0219 0.0439 0.0357
-0.0281 -0.0346 -0.0173
0.0078 0.0155 0.0126
-0.0101 -0.0124 -0.0062
0.0024 0.0047 0.0039
-0.0021 -0.0025 -0.0013
0.0005 0.0010 0.0008
-0.0005 -0.0007 -0.0003
0.0001 0.0002 0.0002
-0.0001 -0.0002 -0.0001
0.0000 0.0001 0.0000
0.6642 -2.3897 3.8954 0.1522
0.3321 0.0761
-0.0001 0.0000
-0.0003 0.0001
-0.0010 0.0004
-0.0051 0.0019
-0.0141 0.0063
-0.0968 0.0178
0.4494 0.0495
5
109
109
4
8
12
COMBINACION 3- DEARROLLO DEL CROSS
0.3297 0.2797 0.4173
-2.5882 2.5882 0.3906 -4.3288 4.3288
-0.6478 -1.2957
-0.3199 -0.1599
0.4201 0.8402 0.995268899 0.7129 0.3564
-0.1755 -0.0878 0.0574 -0.1269 -0.2537
0.0259 0.0518 0.0614 0.0440 0.0220
-0.0240 -0.0120 -0.0357 -0.0169 -0.0338
0.0107 0.0213 0.0253 0.0181 0.0090
-0.0076 -0.0038 -0.0096 -0.0037 -0.0075
0.0028 0.0057 0.0067 0.0048 0.0024
-0.0021 -0.0011 -0.0019 -0.0009 -0.0018
0.0006 0.0013 0.0015 0.0011 0.0005
-0.0005 -0.0002 -0.0004 -0.0002 -0.0004
0.0001 0.0003 0.0003 0.0002 0.0001
-0.0001 -0.0001 -0.0001 0.0000 -0.0001
0.0000 0.0001 0.0001 0.0000 0.0000
3 4
-2.6577 0.0000 3.1263
3.2439 1.1002 -4.3442
4.2560 0.5647
0.0000 0.0000 -2.9164
0.0000 0.0000 -0.0001
-0.0002 -0.0002 0.0002
0.0001 0.0002 -0.0003
-0.0007 -0.0008 0.0009
0.0005 0.0007 -0.0013
-0.0031 -0.0037 0.0038
0.0023 0.0033 -0.0052
-0.0162 -0.0192 0.0178
0.0077 0.0126 -0.0236
-0.0603 -0.0715 0.1181
0.0217 0.0307 -0.1771
0.0970 0.1149 0.5030
0.0603 -0.9045
4.1469 0.4976 -2.4482
0.2594 0.3073 0.5827
0.2131 0.2201 0.4173
-4.2018 4.2018
-0.8768 -1.7536
0.0796 0.0823 0.0411
0.1802 0.3603
-0.0496 -0.0512 -0.0256
0.0423 0.0846
-0.0133 -0.0138 -0.0069
0.0064 0.0127
-0.0026 -0.0027 -0.0013
0.0014 0.0027
-0.0006 -0.0006 -0.0003
0.0003 0.0006
-0.0001 -0.0001 -0.0001
0.0001 0.0001
0.0000 0.0000 0.0000
0.0134 -4.8341 2.9163
0.0067
0.0000
-0.0001
-0.0003
-0.0013
-0.0067
-0.0248
0.0398
67
1211
1211
ELEMENTOS b h INERCIAS
VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92
COLUMNA 0.25 0.25 32552.08
NUDO 1 I / L FD
K1-2 622.44 0.4602
K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2NUDO 2 I / L FD
K2-1 622.44 0.3161
K2-3 616.3758 0.3130
K2-6 730.1683 0.3708
Σ 1968.9826 1.0000
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
0.5827 NUDO 5 I / L FD
-1.2241 K5-1 730.1683 0.3928
-1.8090 K5-6 622.4385 0.3349
K5-9 506.2500 0.2723
0.2515 Σ 1858.8568 1.0000
-0.3542
0.0591 NUDO 6 I / L FD
-0.0472 K6-2 730.1683 0.2950
0.0089 K6-5 622.4385 0.2515
-0.0104 K6-7 616.3758 0.2490
0.0019 K6-10 506.2500 0.2045
-0.0025 Σ 2475.2326 1.0000
0.0004
-0.0006 NUDO 7 I / L FD
0.0001 K7-3 730.1683 0.3073
-0.0001 K7-6 616.3758 0.2594
K7-8 522.9855 0.2201
4
-3.1263 K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.4040
-1.6974
0.3488
0.0819
0.0123
0.0026
0.0006
0.0001
-1.2510
-0.6255
0.0001
0.0003
0.0013
0.0062
0.0409
0.1744
-0.8487
8
12
12
CROSS PARA COMBINACION 4- PORTICO 2
1 2 3 43.27 3.94 3.94
2.6
5 6 7 85.59 5.25 3.83
3.75
9 10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M1-2 -2.54 Tn-m M5-6 -4.34 Tn-m
M2-1 2.54 Tn-m M6-5 4.34 Tn-m
M2-3 -3.12 Tn-m M6-7 -4.15 Tn-m
M3-2 3.12 Tn-m M7-6 4.15 Tn-m
M3-4 -4.33 Tn-m M7-8 -4.20 Tn-m
M4-3 4.33 Tn-m M8-7 4.20 Tn-m
COMBINACION 4 - DEARROLLO DEL CROSS
0.5398 0.4602 0.3161 0.3130
0.8516 -2.5381 2.5381 0.3708 -3.1164
0.9104 0.7761 0.3880
-0.0659 0.0301 0.0602 0.0706 0.0596
0.0194 0.0165 0.0083 -0.1401 0.3017
-0.0018 -0.0269 -0.0537 -0.0630 -0.0532
0.0155 0.0132 0.0066 -0.0003 0.0039
-0.0022 -0.0016 -0.0032 -0.0038 -0.0032
0.0020 0.0017 0.0009 0.0039 0.0065
-0.0004 -0.0018 -0.0036 -0.0042 -0.0035
0.0012 0.0010 0.0005 0.0014 0.0018
-0.0002 -0.0006 -0.0012 -0.0014 -0.0012
0.0004 0.0004 0.0002 0.0003 0.0004
0.0000 -0.0001 -0.0003 -0.0003 -0.0003
0.0001 0.0001 0.0000 0.0001 0.0001
0.0000 -0.0001 -0.0001 -0.0001
1.7300 -1.7300 0.0000 0.0000
1 2
2.9407 -0.1369 -2.8037
-0.2705 -4.3146
2.0363 0.0000
0.0000 0.0000
-0.0001 0.0000 0.0000
0.0002 0.0001 0.0001
-0.0003 -0.0002 -0.0002
0.0006 0.0006 0.0005
-0.0009 -0.0007 -0.0010
0.0010 0.0029 0.0024
-0.0043 -0.0021 -0.0059
0.0077 0.0078 0.0066
-0.0037 -0.0019 -0.0230
0.0097 -0.0006 -0.0005
-0.1319 -0.0315 0.0898
0.4552 -0.2802 -0.2366
1.7031 0.0353 -4.1469
0.2723 0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-4.3358 4.3358
1.1808 1.4518 0.7259
-0.1194 -0.2389 -0.1943
-0.0914 -0.1124 -0.0562
-0.0003 -0.0005 -0.0004
-0.0026 -0.0032 -0.0016
0.0033 0.0067 0.0054
-0.0030 -0.0037 -0.0019
0.0012 0.0025 0.0020
-0.0006 -0.0008 -0.0004
0.0003 0.0005 0.0004
-0.0002 -0.0003 -0.0001
0.0001 0.0001 0.0001
-0.0001 -0.0001 0.0000
0.0000 0.0000 0.0000
1.0829 -3.1192 4.7719 -0.1868
0.5414 -0.0934
0.0000 0.0000
-0.0001 0.0001
-0.0003 0.0002
-0.0015 0.0010
-0.0013 0.0027
-0.0457 -0.0002
0.5904 -0.0972
5 6
109
109
COMBINACION 4 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
3.1164 0.3906 -4.3288 4.3288 -1.2241
-0.6478 -1.2957 -1.8090
0.0298
0.6035 0.714897022 0.5120 0.2560 0.2413
-0.0266 0.1064 -0.1038 -0.2076 -0.2898
0.0079 0.0094 0.0067 0.0034 0.0479
-0.0016 -0.0272 -0.0107 -0.0214 -0.0299
0.0130 0.0154 0.0111 0.0055 0.0058
-0.0018 -0.0070 -0.0024 -0.0047 -0.0066
0.0037 0.0043 0.0031 0.0016 0.0012
-0.0006 -0.0012 -0.0006 -0.0012 -0.0016
0.0008 0.0009 0.0007 0.0003 0.0003
-0.0001 -0.0002 -0.0001 -0.0003 -0.0004
0.0002 0.0002 0.0001 0.0001 0.0001
0.0000 -0.0001 0.0000 -0.0001 -0.0001
0.0000 0.0000 0.0000 0.0000
3 4
0.0000 3.0648 -3.0648
3.7445 0.8159 -4.5605
4.1527 0.5141
0.0000 0.0000 -2.9238
0.0000 0.0000 0.0000
-0.0001 -0.0001 0.0001
0.0001 0.0001 -0.0002
-0.0004 -0.0005 0.0006
0.0003 0.0005 -0.0008
-0.0020 -0.0023 0.0024
0.0012 0.0022 -0.0033
-0.0118 -0.0139 0.0116
0.0033 0.0077 -0.0149
-0.0460 -0.0545 0.0958
-0.0003 0.0047 -0.1449
0.1797 0.2128 0.4826
-0.1183 -0.9045
4.1469 0.3574 -2.4482
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-4.2018 4.2018
-0.8768 -1.7536 -1.6974
0.1476 0.1524 0.0762
0.1728 0.3457 0.3346
-0.0378 -0.0390 -0.0195
0.0343 0.0686 0.0664
-0.0097 -0.0100 -0.0050
0.0042 0.0083 0.0080
-0.0016 -0.0017 -0.0008
0.0009 0.0017 0.0017
-0.0003 -0.0003 -0.0002
0.0002 0.0004 0.0004
-0.0001 -0.0001 0.0000
0.0000 0.0001 0.0001
0.0000 0.0000 0.0000
0.0981 -4.7648 2.9237 -1.2862
0.0490 -0.6431
0.0000 0.0000
-0.0001 0.0002
-0.0002 0.0008
-0.0008 0.0040
-0.0048 0.0332
-0.0189 0.1673
0.0738 -0.8487
78
1211
1211
CROSS PARA COMBINACION 5- PORTICO 2
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75 3.94
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
4.26
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398 3.05
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2 -3.06 Tn-m
K2-1 622.44 0.3161 M2-1 3.06 Tn-m
K2-3 616.3758 0.3130 M2-3 -3.12 Tn-m
K2-6 730.1683 0.3708 M3-2 3.12 Tn-m
Σ 1968.9826 1.0000 M3-4 -3.60 Tn-m
M4-3 3.60 Tn-m
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398 0.4602
K5-1 730.1683 0.3928 0.6481 -3.0560
K5-6 622.4385 0.3349 1.2998 1.1080
K5-9 506.2500 0.2723 -0.1372 -0.0780
Σ 1858.8568 1.0000 0.1162 0.0990
-0.0076 -0.0419
NUDO 6 I / L FD 0.0267 0.0228
K6-2 730.1683 0.2950 -0.0025 0.0094
K6-5 622.4385 0.2515 -0.0037 -0.0032
K6-7 616.3758 0.2490 0.0003 0.0008
K6-10 506.2500 0.2045 -0.0006 -0.0005
Σ 2475.2326 1.0000 0.0001 0.0000
0.0000 0.0000
NUDO 7 I / L FD 0.0000 0.0000
K7-3 730.1683 0.3073 0.0000 0.0000
K7-6 616.3758 0.2594 0.0000
K7-8 522.9855 0.2201 1.9396 -1.9395
1
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827 1.7217
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040 0.0000
Σ 1253.1538 1.0000 0.0000
0.0001
-0.0003
0.0006
-0.0019
-0.0049
0.0134
-0.0152
0.0581
-0.2744
0.6499
1.2962
0.2723 0.3928
0.3349
-3.2999
0.8987 1.1050
0.0485
-0.1902 -0.2339
-0.0194
-0.0105 -0.0130
-0.0008
-0.0034 -0.0042
0.0003
0.0004 0.0005
0.0000
0.0001 0.0001
0.0000
0.0000 0.0000
0.0000
0.6951 -2.4168
0.3475
0.0000
0.0000
0.0002
-0.0017
-0.0053
-0.0951
0.4494
5
9
9
CROSS PARA COMBINACION 5- PORTICO 2
2 3 43.94 3.27
6 7 85.25 5.16
10 11 12
3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M5-6 -3.30 Tn-m
M6-5 3.30 Tn-m
M6-7 -4.15 Tn-m
M7-6 4.15 Tn-m
M7-8 -5.67 Tn-m
M8-7 5.67 Tn-m
COMBINACION 5 - DEARROLLO DEL CROSS
0.3161 0.3130 0.3297
3.0560 0.3708 -3.1164 3.1164 0.3906
0.5540
-0.1560 -0.1830 -0.1545 -0.0773
0.0495 0.0569 0.1585 0.3170 0.375552789
-0.0838 -0.0983 -0.0829 -0.0415 0.3794
0.0114 -0.0227 -0.0481 -0.0963 -0.1140
0.0188 0.0221 0.0186 0.0093 0.0023
-0.0016 -0.0010 -0.0027 -0.0054 -0.0064
0.0017 0.0019 0.0016 0.0008 -0.0014
-0.0003 0.0003 0.0000 -0.0001 -0.0001
0.0000 0.0000 0.0000 0.0000 0.0001
0.0000 -0.0001 0.0000 -0.0001 -0.0001
0.0000 0.0000 0.0000 0.0000 0.0001
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
2 3
3.4497 -0.2238 -3.2260 0.0000
3.2230 0.6354
-0.0616 -3.7692 4.8177
0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0001
-0.0001 -0.0001 0.0000
0.0000 0.0001 0.0002
0.0007 0.0006 0.0003
0.0010 -0.0012 -0.0024
-0.0019 -0.0016 -0.0008
0.0110 0.0019 0.0038
-0.0455 -0.0384 -0.0192
-0.0491 0.3203 0.6406
0.1139 0.0961 0.0481
-0.0915 -4.1469 4.1469
0.2950 0.2490 0.2594
0.2515 0.2045 0.2131
3.2999
0.5525
0.0971 0.0790
-0.1169 0.5262
-0.0388 -0.0315
-0.0065 0.0032
-0.0016 -0.0013
-0.0021 -0.0019
0.0006 0.0005
0.0003 0.0002
-0.0001 -0.0001
0.0001 0.0001
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
3.7844 0.0465 0.0000
0.5277
0.0232 0.2638
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
0.0002 0.0001
-0.0007 -0.0010
-0.0158 0.0016
0.0395 0.2631
6
1110
1110
0.2797 0.4173 0.5827
-3.5951 3.5951 -1.6516
-0.4056 -0.8111 -1.1324
0.2690 0.1345 0.0858
-0.0460 -0.0919 -0.1283
-0.0817 -0.0408 0.0182
0.0047 0.0094 0.0132
-0.0046 -0.0023 -0.0016
0.0008 0.0016 0.0023
-0.0001 0.0000 -0.0004
0.0001 0.0002 0.0002
-0.0001 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000
3 4
2.7947 -2.7947
-3.8584
0.8885
0.0000 -3.7217
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
0.0001 -0.0001
0.0000 0.0001
0.0003 -0.0007
0.0000 0.0011
-0.0028 -0.0033
-0.0032 0.0066
0.0045 0.0364
-0.0570 -0.0642
0.7589 0.1716
-0.5662
0.1878 -3.3031
0.3073 0.5827 0.4040
0.2201 0.4173
-5.6690 5.6690
-1.1829 -2.3659 -2.2902
0.5435 0.2718
0.0614 0.1229 0.1190
0.0033 0.0016
0.0131 0.0261 0.0253
-0.0020 -0.0010
-0.0012 -0.0023 -0.0023
0.0002 0.0001
-0.0003 -0.0005 -0.0005
0.0001 0.0000
0.0000 -0.0001 -0.0001
0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000
-6.2338 3.7218 -2.1488
-1.0744
0.0000
0.0000
-0.0003
-0.0011
0.0126
0.0595
-1.1451
78
1211
1211
COMBINACION DE CARGAS
PORTICO PRINCIPAL 3 - 3
ESTADO 1: ESTADO PARA CARGA MUERTA ESTADO 1
2.56 T/m 2.56 T/m 2.56 T/m 0.50 T/m 0.50 T/m
2.56 T/m 2.56 T/m
3.06 T/m 3.06 T/m
2.60 m
2.63.54 T/m 3.20 T/m 3.54 T/m 1.00 T/m 1.00 T/m
3.54 T/m 3.20 T/m
3.75 m 4.55 T/m 4.20 T/m
3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 2: ESTADO PARA CARGA VIVA ESTADO 2
0.50 T/m 0.50 T/m
2.56 T/m 2.56 T/m
3.06 T/m
2.60 m
2.61.00 T/m 1.00 T/m 1.00 T/m
3.54 T/m 3.20 T/m
4.55 T/m
3.75 m 3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 3: ESTADO PARA CARGA VIVA ESTADO 3
0.50 T/m 0.50 T/m 0.50 T/m
2.56 T/m 2.56 T/m
3.06 T/m
2.60 m
2.6
1.00 T/m 1.00 T/m
3.54 T/m 3.20 T/m
4.20 T/m
3.75 m 3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 4: ESTADO PARA CARGA VIVA ESTADO 4
0.50 T/m 0.50 T/m 0.50 T/m
2.56 T/m 2.56 T/m
3.06 T/m
2.60 m
2.60 m
1.00 T/m 1.00 T/m 1.00 T/m 1.00 T/m
3.54 T/m 3.20 T/m
4.55 T/m 4.20 T/m
3.75 m 3.75 m
A B C D
3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 5: ESTADO PARA CARGA VIVA ESTADO 5
0.50 T/m 0.50 T/m 0.50 T/m 0.50 T/m
2.56 T/m 2.56 T/m
3.06 T/m 3.06 T/m
2.60 m
2.60 m
1.00 T/m 1.00 T/m 1.00 T/m
3.54 T/m 3.20 T/m
4.20 T/m
3.75 m 3.75 m
A B C D
3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
0.50 T/m
2.56 T/m
3.06 T/m
1.00 T/m
3.54 T/m
4.55 T/m
C D
3.63 m
ESTADO 2
2.56 T/m
1.00 T/m
3.54 T/m
4.55 T/m
C D3.63 m
ESTADO 3
0.50 T/m
2.56 T/m
3.06 T/m
3.54 T/m
C D3.63 m
ESTADO 4
0.50 T/m
2.56 T/m
3.06 T/m
3.54 T/m
C D3.63 m
ESTADO 5
2.56 T/m
1.00 T/m
3.54 T/m
4.55 T/m
C D3.63 m
CROSS PARA COMBINACION 1 - PORTICO 3
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75 3.06
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
4.55
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398 3.05
Σ 1352.6068 1.0000
ESTADO 1 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2 -2.37 Tn-m
K2-1 622.44 0.3161 M2-1 2.37 Tn-m
K2-3 616.3758 0.3130 M2-3 -2.42 Tn-m
K2-6 730.1683 0.3708 M3-2 2.42 Tn-m
Σ 1968.9826 1.0000 M3-4 -3.36 Tn-m
M4-3 3.36 Tn-m
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398 0.4602
K5-1 730.1683 0.3928 0.6922 -2.3738
K5-6 622.4385 0.3349 0.9077 0.7738
K5-9 506.2500 0.2723 -0.0711 -0.0537
Σ 1858.8568 1.0000 0.0674 0.0574
-0.0007 -0.0238
NUDO 6 I / L FD 0.0132 0.0113
K6-2 730.1683 0.2950 -0.0008 0.0127
K6-5 622.4385 0.2515 -0.0064 -0.0055
K6-7 616.3758 0.2490 0.0006 0.0014
K6-10 506.2500 0.2045 -0.0011 -0.0009
Σ 2475.2326 1.0000 0.0001 0.0001
-0.0001 -0.0001
NUDO 7 I / L FD 0.0000 0.0000
K7-3 730.1683 0.3073 0.0000 0.0000
K7-6 616.3758 0.2594 0.0000
K7-8 522.9855 0.2201 1.6010 -1.6010
1
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827 1.7311
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040 0.0000
Σ 1253.1538 1.0000 -0.0001
0.0003
-0.0006
0.0012
-0.0032
-0.0017
0.0066
-0.0014
0.0337
-0.1421
0.4539
1.3844
0.2723 0.3928
0.3349
-3.5244
0.9599 1.1801
-0.0920
-0.0985 -0.1212
-0.0302
-0.0009 -0.0012
-0.0023
-0.0012 -0.0014
0.0000
0.0009 0.0011
-0.0001
0.0002 0.0002
0.0000
0.0000 0.0000
0.0000
0.8603 -2.5914
0.4301
0.0000
0.0001
0.0004
-0.0006
-0.0005
-0.0493
0.4799
5
9
9
CROSS PARA COMBINACION 1 - PORTICO 3
2 3 43.06 3.06
6 7 84.20 4.55
10 11 12
3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M5-6 -3.52 Tn-m
M6-5 3.52 Tn-m
M6-7 -3.32 Tn-m
M7-6 3.32 Tn-m
M7-8 -4.99 Tn-m
M8-7 4.99 Tn-m
COMBINACION 1 - DEARROLLO DEL CROSS
0.3161 0.3130
2.3738 0.3708 -2.4207 2.4207
0.3869
-0.1075 -0.1261 -0.1064 -0.0532
0.0287 -0.1080 0.2296 0.4593
-0.0475 -0.0558 -0.0471 -0.0235
0.0056 -0.0354 -0.0508 -0.1016
0.0255 0.0299 0.0252 0.0126
-0.0027 -0.0027 -0.0036 -0.0072
0.0029 0.0034 0.0028 0.0014
-0.0005 0.0000 -0.0002 -0.0003
0.0002 0.0002 0.0002 0.0001
-0.0001 -0.0001 -0.0001 -0.0001
0.0001 0.0001 0.0001 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
2
2.6654 -0.2945 -2.3709
2.7081
-0.3666 -3.2346
0.0000
0.0000 0.0000
0.0000 0.0000
-0.0001 -0.0001
0.0000 0.0001
-0.0002 -0.0002
0.0001 0.0002
0.0001 0.0001
0.0017 -0.0012
-0.0055 -0.0046
0.0149 0.0042
-0.0709 -0.0598
-0.0279 0.3287
-0.2159 -0.1823
-0.0630 -3.3195
0.2950 0.2490
0.2515 0.2045
3.5244
0.5901
-0.1840 -0.1497
-0.0606
-0.0604 -0.0491
-0.0006
-0.0047 -0.0038
-0.0007
0.0001 0.0001
0.0005
-0.0002 -0.0002
0.0001
-0.0001 0.0000
0.0000
0.0000 0.0000
3.8039 -0.2028
-0.1014
0.0000
0.0000
-0.0001
0.0000
-0.0019
-0.0246
-0.0748
6
10
10
COMBINACION 1 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
0.3906 -3.3624 3.3624 -1.4544
-0.3981 -0.7963 -1.1117
0.5440833075 0.3897 0.1949 0.0807
0.3893 -0.0575 -0.1150 -0.1606
-0.1204 -0.0862 -0.0431 0.0224
0.0050 0.0043 0.0087 0.0121
-0.0086 -0.0061 -0.0031 -0.0015
-0.0014 0.0009 0.0019 0.0026
-0.0004 -0.0003 -0.0001 -0.0004
0.0002 0.0001 0.0002 0.0003
-0.0002 -0.0001 -0.0001 -0.0001
0.0001 0.0000 0.0000 0.0001
-0.0001 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
3 4
0.0000 2.6105 -2.6105
0.8077 -3.5157
3.8598 0.9935
0.0000 0.0000 -3.3352
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0001 0.0001 -0.0001
-0.0001 -0.0001 0.0002
0.0003 0.0004 -0.0008
0.0000 -0.0002 0.0013
-0.0024 -0.0029 -0.0029
-0.0023 -0.0043 0.0061
0.0084 0.0099 0.0447
-0.0299 -0.0602 -0.0803
0.6573 0.7787 0.1614
-0.0911 -0.5559
3.3195 0.2720 -2.9088
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-4.9923 4.9923
-1.0417 -2.0835 -2.0168
0.5399 0.5577 0.2789
0.0578 0.1156 0.1119
0.0069 0.0071 0.0036
0.0160 0.0320 0.0310
-0.0020 -0.0021 -0.0010
-0.0010 -0.0021 -0.0020
0.0003 0.0003 0.0001
-0.0003 -0.0006 -0.0006
0.0001 0.0001 0.0001
0.0000 -0.0001 -0.0001
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.5451 -5.3985 3.3352 -1.8766
0.2726 -0.9383
0.0000 0.0000
0.0000 0.0000
0.0001 -0.0003
0.0001 -0.0010
-0.0010 0.0155
0.0034 0.0560
0.2699 -1.0084
78
1211
1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.6922
K5-6 622.4385 0.3349 0.6979
K5-9 506.2500 0.2723 -0.0287
Σ 1858.8568 1.0000 0.0037
0.0111
NUDO 6 I / L FD -0.0170
K6-2 730.1683 0.2950 0.0032
K6-5 622.4385 0.2515 -0.0159
K6-7 616.3758 0.2490 0.0018
K6-10 506.2500 0.2045 -0.0033
Σ 2475.2326 1.0000 0.0004
-0.0006
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 -0.0001
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.3447
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.9599
-0.0398
0.0154
0.0044
0.0025
0.0006
0.0001
0.9431
0.4715
0.0001
0.0003
0.0013
0.0022
0.0077
-0.0199
0.4799
5
9
5
9
99
CROSS PARA COMBINACION 2 - PORTICO 3
2 3 42.56 3.06 2.56
6 7 84.55 3.20 4.55
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-1.98 Tn-m M5-6 -3.52 Tn-m
1.98 Tn-m M6-5 3.52 Tn-m
-2.42 Tn-m M6-7 -2.53 Tn-m
2.42 Tn-m M7-6 2.53 Tn-m
-2.81 Tn-m M7-8 -4.99 Tn-m
2.81 Tn-m M8-7 4.99 Tn-m
COMBINACION 2 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-1.9850 1.9850 0.3708 -2.4207
0.5949 0.2975
0.0218 0.0437 0.0513 0.0433
0.0031 0.0016 -0.2380 0.1076
0.0204 0.0407 0.0478 0.0403
-0.0145 -0.0072 -0.0684 -0.0909
0.0263 0.0526 0.0618 0.0521
-0.0136 -0.0068 -0.0091 -0.0110
0.0043 0.0085 0.0100 0.0084
-0.0028 -0.0014 -0.0015 -0.0017
0.0007 0.0015 0.0017 0.0015
-0.0005 -0.0003 -0.0005 -0.0004
0.0002 0.0004 0.0005 0.0004
-0.0001 0.0000 -0.0001 -0.0001
0.0000 0.0001 0.0001 0.0001
-1.3446 0.0000 0.0000
1 21 2
2.4158 -0.1446 -2.2713
-0.5488 -2.5732
1.6926 0.0000
-0.0001 0.0000
0.0002 0.0001 0.0001
-0.0003 -0.0003 -0.0002
0.0008 0.0002 0.0003
-0.0016 -0.0010 -0.0009
0.0036 0.0009 0.0011
-0.0080 -0.0030 -0.0025
0.0064 0.0050 0.0025
-0.0085 -0.0182 -0.0154
0.0222 0.0309 0.0214
0.0018 -0.1369 -0.1155
-0.0574 0.0239 0.4645
0.3489 -0.4760 -0.4018
1.3844 0.0256 -2.5266
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-3.5244 3.5244
1.1801 0.5901
-0.2029 -0.4057 -0.3300
-0.0489 -0.0245
-0.0583 -0.1167 -0.0949
0.0189 0.0095
-0.0078 -0.0155 -0.0126
0.0054 0.0027
-0.0013 -0.0026 -0.0021
0.0031 0.0015
-0.0004 -0.0009 -0.0007
0.0007 0.0003
-0.0001 -0.0002 -0.0002
0.0001 0.0001
0.0000 0.0000 0.0000
-2.6357 3.5625 -0.4405
-0.2203
0.0000
-0.0001
-0.0004
-0.0010
-0.0063
-0.0474
-0.1650
6
109
6
109
109 109
COMBINACION 2 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
2.4207 0.3906 -2.8117 2.8117 -1.4544
-0.2832 -0.5665 -0.7909
0.0216
0.2152 0.2548928083 0.1826 0.0913 0.0004
0.0202 0.5503 -0.0191 -0.0383 -0.0534
-0.1818 -0.2153 -0.1542 -0.0771 0.0025
0.0261 0.0254 0.0156 0.0311 0.0435
-0.0221 -0.0262 -0.0187 -0.0094 -0.0069
0.0042 0.0029 0.0034 0.0068 0.0095
-0.0035 -0.0041 -0.0029 -0.0015 -0.0017
0.0007 0.0013 0.0007 0.0013 0.0018
-0.0009 -0.0010 -0.0007 -0.0004 -0.0003
0.0002 0.0003 0.0001 0.0003 0.0004
-0.0002 -0.0003 -0.0002 -0.0001 -0.0001
0.0000 0.0001 0.0000 0.0001 0.0001
-0.0001 -0.0001 0.0000 0.0000
3 43 4
0.0000 2.2495 -2.2495
2.5004 0.5882 -3.0886
3.2381 1.1645
0.0000 0.0000 -3.3156
0.0000 0.0000 0.0000
0.0001 0.0001 -0.0002
-0.0001 -0.0001 0.0002
0.0006 0.0007 -0.0007
-0.0004 -0.0005 0.0009
0.0022 0.0026 -0.0033
-0.0013 -0.0021 0.0048
0.0049 0.0058 -0.0139
-0.0077 -0.0131 0.0217
0.0428 0.0508 0.0050
-0.0578 -0.1077 -0.0267
0.9290 1.1005 0.0008
-0.2009 -0.3954
2.5266 0.1274 -2.9088
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-4.9923 4.9923
-1.0417 -2.0835 -2.0168
0.7630 0.7883 0.3941
0.0003 0.0005 0.0005
0.0352 0.0364 0.0182
0.0018 0.0036 0.0034
0.0040 0.0042 0.0021
-0.0050 -0.0099 -0.0096
0.0018 0.0018 0.0009
-0.0012 -0.0024 -0.0023
0.0005 0.0005 0.0002
-0.0002 -0.0005 -0.0005
0.0001 0.0001 0.0001
-0.0001 -0.0001 -0.0001
0.0000 0.0000 0.0000
0.8046 -5.2072 3.3156 -2.0253
0.4024 -1.0127
0.0000 -0.0001
0.0001 -0.0002
0.0002 -0.0011
0.0009 -0.0048
0.0020 0.0017
0.0176 0.0003
0.3815 -1.0084
78
1211
78
1211
1211 1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.5395
K5-6 622.4385 0.3349 0.9902
K5-9 506.2500 0.2723 -0.1036
Σ 1858.8568 1.0000 0.1217
-0.0129
NUDO 6 I / L FD 0.0417
K6-2 730.1683 0.2950 -0.0048
K6-5 622.4385 0.2515 0.0046
K6-7 616.3758 0.2490 -0.0007
K6-10 506.2500 0.2045 0.0014
Σ 2475.2326 1.0000 -0.0002
0.0004
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 0.0001
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.5774
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.7481
-0.1436
-0.0178
-0.0067
-0.0010
-0.0003
-0.0001
0.5786
0.2893
0.0000
-0.0001
-0.0005
-0.0034
-0.0089
-0.0718
0.3740
5
9
5
9
99
CROSS PARA COMBINACION 3 - PORTICO 3
2 3 43.06 2.56 3.06
6 7 83.54 4.20 3.54
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-2.37 Tn-m M5-6 -2.75 Tn-m
2.37 Tn-m M6-5 2.75 Tn-m
-2.02 Tn-m M6-7 -3.32 Tn-m
2.02 Tn-m M7-6 3.32 Tn-m
-3.36 Tn-m M7-8 -3.89 Tn-m
3.36 Tn-m M8-7 3.89 Tn-m
COMBINACION 3 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-2.3738 2.3738 0.3708 -2.0242
0.8441 0.4220
-0.1220 -0.2439 -0.2861 -0.2415
0.1038 0.0519 0.0377 0.3172
-0.0643 -0.1286 -0.1509 -0.1273
0.0355 0.0178 0.0055 0.0005
-0.0037 -0.0075 -0.0088 -0.0074
0.0040 0.0020 0.0045 0.0050
-0.0018 -0.0036 -0.0043 -0.0036
0.0012 0.0006 0.0017 0.0016
-0.0006 -0.0012 -0.0014 -0.0012
0.0004 0.0002 0.0003 0.0003
-0.0001 -0.0003 -0.0003 -0.0003
0.0001 0.0000 0.0001 0.0001
0.0000 -0.0001 -0.0001 -0.0001
-1.5774 0.0000 0.0000
1 21 2
2.4831 -0.4020 -2.0810
-0.1263 -3.1303
1.4145 0.0000
0.0000 0.0000
-0.0001 0.0000 0.0000
0.0002 0.0001 0.0001
-0.0004 -0.0002 -0.0002
0.0007 0.0006 0.0005
-0.0015 -0.0007 -0.0009
0.0023 0.0033 0.0028
-0.0097 -0.0021 -0.0050
0.0208 0.0091 0.0076
-0.0257 -0.0044 -0.0153
0.0609 0.0110 0.0092
-0.2071 -0.0754 0.1266
0.4951 0.0755 0.0637
1.0790 -0.1431 -3.3195
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-2.7469 2.7469
0.9198 0.4599
0.0322 0.0643 0.0523
-0.1766 -0.0883
0.0047 0.0093 0.0076
-0.0219 -0.0110
0.0039 0.0077 0.0063
-0.0083 -0.0041
0.0014 0.0028 0.0023
-0.0013 -0.0006
0.0003 0.0006 0.0004
-0.0003 -0.0002
0.0001 0.0001 0.0001
-0.0001 0.0000
0.0000 0.0000 0.0000
-1.9930 3.1875 0.0691
0.0345
0.0000
0.0001
0.0002
0.0012
0.0031
0.0038
0.0262
6
109
6
109
109 109
COMBINACION 3 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
2.0242 0.3906 -3.3624 3.3624 -1.1336
-0.4651 -0.9302 -1.2987
-0.1208
0.6343 0.7514561905 0.5382 0.2691 0.1579
-0.0637 0.1499 -0.0891 -0.1782 -0.2488
0.0009 0.0011 0.0008 0.0004 0.0400
-0.0037 -0.0182 -0.0084 -0.0169 -0.0236
0.0100 0.0118 0.0085 0.0042 0.0047
-0.0018 -0.0059 -0.0019 -0.0037 -0.0052
0.0032 0.0037 0.0027 0.0013 0.0010
-0.0006 -0.0010 -0.0005 -0.0010 -0.0013
0.0007 0.0008 0.0006 0.0003 0.0002
-0.0001 -0.0002 -0.0001 -0.0002 -0.0003
0.0002 0.0002 0.0001 0.0001 0.0001
0.0000 0.0000 0.0000 0.0000 -0.0001
0.0000 0.0000 0.0000 0.0000
3 43 4
0.0000 2.5077 -2.5077
2.4828 0.8937 -3.3766
3.5719 0.6337
0.0000 0.0000 -2.6484
0.0000 0.0000 0.0000
-0.0001 -0.0001 0.0001
0.0001 0.0001 -0.0002
-0.0004 -0.0004 0.0005
0.0003 0.0004 -0.0007
-0.0017 -0.0020 0.0019
0.0014 0.0019 -0.0026
-0.0100 -0.0118 0.0093
0.0038 0.0059 -0.0118
-0.0307 -0.0363 0.0801
0.0046 0.0006 -0.1244
0.2531 0.2999 0.3158
0.0319 -0.6493
3.3195 0.3757 -2.2671
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-3.8909 3.8909
-0.8119 -1.6238 -1.5719
0.2079 0.2148 0.1074
0.1131 0.2262 0.2189
-0.0252 -0.0260 -0.0130
0.0287 0.0573 0.0555
-0.0082 -0.0085 -0.0042
0.0033 0.0067 0.0065
-0.0014 -0.0015 -0.0007
0.0007 0.0014 0.0013
-0.0003 -0.0003 -0.0002
0.0002 0.0003 0.0003
-0.0001 -0.0001 0.0000
0.0000 0.0001 0.0001
0.0000 0.0000 0.0000
0.1727 -4.3784 2.6483 -1.2892
0.0863 -0.6446
0.0000 0.0000
-0.0001 0.0002
-0.0001 0.0007
-0.0007 0.0032
-0.0041 0.0278
-0.0126 0.1095
0.1040 -0.7859
78
1211
78
1211
1211 1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.6922
K5-6 622.4385 0.3349 0.6979
K5-9 506.2500 0.2723 -0.0483
Σ 1858.8568 1.0000 0.0143
0.0010
NUDO 6 I / L FD 0.0092
K6-2 730.1683 0.2950 -0.0010
K6-5 622.4385 0.2515 -0.0017
K6-7 616.3758 0.2490 0.0001
K6-10 506.2500 0.2045 0.0001
Σ 2475.2326 1.0000 0.0000
0.0001
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 0.0000
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.3638
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.9599
-0.0669
0.0013
-0.0014
0.0001
0.0000
0.0000
0.8929
0.4464
0.0000
0.0000
0.0000
-0.0007
0.0007
-0.0335
0.4799
5
9
5
9
99
CROSS PARA COMBINACION 4 - PORTICO 3
2 3 42.56 3.06 3.06
6 7 84.55 4.20 3.54
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-1.98 Tn-m M5-6 -3.52 Tn-m
1.98 Tn-m M6-5 3.52 Tn-m
-2.42 Tn-m M6-7 -3.32 Tn-m
2.42 Tn-m M7-6 3.32 Tn-m
-3.36 Tn-m M7-8 -3.89 Tn-m
3.36 Tn-m M8-7 3.89 Tn-m
COMBINACION 4 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-1.9850 1.9850 0.3708 -2.4207
0.5949 0.2975
0.0218 0.0437 0.0513 0.0433
0.0122 0.0061 -0.1210 0.2283
-0.0179 -0.0358 -0.0421 -0.0355
0.0078 0.0039 -0.0141 -0.0160
0.0041 0.0083 0.0097 0.0082
-0.0014 -0.0007 0.0006 0.0019
-0.0003 -0.0006 -0.0007 -0.0006
0.0001 0.0001 0.0007 0.0008
-0.0002 -0.0005 -0.0006 -0.0005
0.0001 0.0001 0.0001 0.0002
-0.0001 -0.0001 -0.0001 -0.0001
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
-1.3638 0.0000 0.0000
1 21 2
2.3068 -0.1161 -2.1906
-0.2586 -3.4014
1.6477 0.0000
0.0000 0.0000
0.0000 0.0000 0.0000
0.0001 0.0000 0.0000
-0.0001 -0.0001 -0.0001
0.0001 0.0002 0.0002
0.0001 -0.0003 -0.0004
-0.0008 0.0013 0.0011
-0.0020 -0.0003 -0.0033
0.0046 0.0013 0.0011
0.0019 0.0049 -0.0100
0.0071 -0.0282 -0.0238
-0.0965 -0.0210 0.1576
0.3489 -0.2421 -0.2043
1.3844 0.0256 -3.3195
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-3.5244 3.5244
1.1801 0.5901
-0.1032 -0.2063 -0.1678
-0.0823 -0.0411
-0.0120 -0.0240 -0.0195
0.0016 0.0008
0.0005 0.0011 0.0009
-0.0017 -0.0009
0.0006 0.0011 0.0009
0.0001 0.0000
0.0001 0.0002 0.0001
0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000
0.0000 0.0000 0.0000
-2.5406 3.8454 -0.1854
-0.0927
0.0000
0.0000
0.0001
0.0005
0.0004
-0.0098
-0.0839
6
109
6
109
109 109
COMBINACION 4 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
2.4207 0.3906 -3.3624 3.3624 -1.1336
-0.4651 -0.9302 -1.2987
0.0216
0.4567 0.5409989296 0.3875 0.1937 0.1502
-0.0177 0.1867 -0.0718 -0.1435 -0.2004
-0.0320 -0.0380 -0.0272 -0.0136 0.0317
0.0041 -0.0118 -0.0038 -0.0075 -0.0105
0.0038 0.0045 0.0032 0.0016 0.0023
-0.0003 -0.0039 -0.0008 -0.0016 -0.0023
0.0017 0.0020 0.0014 0.0007 0.0004
-0.0002 -0.0005 -0.0002 -0.0005 -0.0007
0.0003 0.0004 0.0003 0.0001 0.0001
-0.0001 -0.0001 -0.0001 -0.0001 -0.0001
0.0001 0.0001 0.0001 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
3 43 4
0.0000 2.4615 -2.4615
2.8586 0.6803 -3.5389
3.4944 0.5958
0.0000 0.0000 -2.6539
0.0000 0.0000 0.0000
0.0000 0.0000 0.0001
0.0000 0.0000 -0.0001
-0.0002 -0.0002 0.0002
0.0001 0.0002 -0.0003
-0.0008 -0.0010 0.0009
0.0006 0.0010 -0.0012
-0.0066 -0.0078 0.0047
0.0005 0.0022 -0.0053
-0.0199 -0.0236 0.0633
-0.0119 -0.0190 -0.1002
0.3152 0.3734 0.3004
-0.1022 -0.6493
3.3195 0.2705 -2.2671
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-3.8909 3.8909
-0.8119 -1.6238 -1.5719
0.2589 0.2674 0.1337
0.1076 0.2152 0.2083
-0.0164 -0.0169 -0.0084
0.0227 0.0453 0.0439
-0.0054 -0.0056 -0.0028
0.0017 0.0034 0.0033
-0.0007 -0.0007 -0.0004
0.0003 0.0006 0.0006
-0.0001 -0.0001 -0.0001
0.0001 0.0002 0.0002
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.2363 -4.3264 2.6539 -1.3156
0.1181 -0.6578
0.0000 0.0000
0.0000 0.0001
-0.0001 0.0003
-0.0003 0.0016
-0.0027 0.0219
-0.0082 0.1041
0.1294 -0.7859
78
1211
78
1211
1211 1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.5395
K5-6 622.4385 0.3349 0.9902
K5-9 506.2500 0.2723 -0.1017
Σ 1858.8568 1.0000 0.0869
-0.0034
NUDO 6 I / L FD 0.0176
K6-2 730.1683 0.2950 -0.0012
K6-5 622.4385 0.2515 -0.0060
K6-7 616.3758 0.2490 0.0006
K6-10 506.2500 0.2045 -0.0012
Σ 2475.2326 1.0000 0.0002
-0.0002
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 0.0000
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.5211
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.7481
-0.1411
-0.0047
-0.0017
0.0009
0.0002
0.0000
0.6018
0.3009
0.0000
0.0001
0.0004
-0.0008
-0.0023
-0.0705
0.3740
5
9
5
9
99
CROSS PARA COMBINACION 5 - PORTICO 3
2 3 43.06 3.06 2.56
6 7 83.54 4.20 4.55
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-2.37 Tn-m M5-6 -2.75 Tn-m
2.37 Tn-m M6-5 2.75 Tn-m
-2.42 Tn-m M6-7 -3.32 Tn-m
2.42 Tn-m M7-6 3.32 Tn-m
-2.81 Tn-m M7-8 -4.99 Tn-m
2.81 Tn-m M8-7 4.99 Tn-m
COMBINACION 5 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-2.3738 2.3738 0.3708 -2.4207
0.8441 0.4220
-0.0593 -0.1186 -0.1391 -0.1174
0.0741 0.0371 0.0269 0.1208
-0.0292 -0.0584 -0.0685 -0.0578
0.0150 0.0075 -0.0309 -0.0551
0.0124 0.0248 0.0291 0.0246
-0.0052 -0.0026 -0.0030 -0.0050
0.0017 0.0034 0.0039 0.0033
-0.0011 -0.0005 -0.0002 -0.0006
0.0002 0.0004 0.0005 0.0004
-0.0002 -0.0001 -0.0002 -0.0002
0.0001 0.0001 0.0002 0.0001
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
-1.5211 0.0000 0.0000
1 21 2
2.6889 -0.1813 -2.5076
-0.1018 -2.9920
1.4116 0.0000
0.0000 0.0000
0.0001 0.0000 0.0000
-0.0001 -0.0001 -0.0001
0.0003 0.0001 0.0001
-0.0006 -0.0003 -0.0003
0.0012 0.0002 0.0004
-0.0030 -0.0003 -0.0003
-0.0024 0.0020 0.0002
0.0088 -0.0060 -0.0051
-0.0067 0.0146 0.0087
0.0435 -0.0618 -0.0522
-0.2035 -0.0343 0.3306
0.4951 0.0538 0.0454
1.0790 -0.0696 -3.3195
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-2.7469 2.7469
0.9198 0.4599
0.0229 0.0458 0.0373
-0.1735 -0.0867
-0.0264 -0.0527 -0.0429
-0.0057 -0.0029
-0.0026 -0.0051 -0.0042
-0.0021 -0.0010
-0.0001 -0.0003 -0.0002
0.0011 0.0005
-0.0001 -0.0003 -0.0002
0.0003 0.0001
0.0000 -0.0001 -0.0001
0.0000 0.0000
0.0000 0.0000 0.0000
-2.0133 3.1041 -0.0103
-0.0052
0.0000
0.0000
-0.0001
-0.0001
-0.0021
-0.0214
0.0186
6
109
6
109
109 109
COMBINACION 5 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
2.4207 0.3906 -2.8117 2.8117 -1.4544
-0.2832 -0.5665 -0.7909
-0.0587
0.2417 0.2862748868 0.2050 0.1025 0.0335
-0.0289 0.3916 -0.0284 -0.0568 -0.0792
-0.1102 -0.1306 -0.0935 -0.0468 0.0094
0.0123 0.0104 0.0078 0.0156 0.0218
-0.0100 -0.0119 -0.0085 -0.0043 -0.0032
0.0017 0.0003 0.0016 0.0031 0.0044
-0.0012 -0.0014 -0.0010 -0.0005 -0.0007
0.0002 0.0005 0.0003 0.0005 0.0007
-0.0003 -0.0004 -0.0003 -0.0001 -0.0001
0.0001 0.0001 0.0001 0.0001 0.0002
-0.0001 -0.0001 -0.0001 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
3 43 4
0.0000 2.2587 -2.2587
2.4671 0.5449 -3.0120
3.9935 0.8768
0.0000 0.0000 -3.2529
0.0000 0.0000 0.0000
0.0000 0.0001 -0.0001
0.0000 0.0000 0.0001
0.0002 0.0003 -0.0003
-0.0001 -0.0002 0.0004
0.0008 0.0010 -0.0015
-0.0001 -0.0007 0.0022
0.0005 0.0005 -0.0065
-0.0025 -0.0059 0.0109
0.0175 0.0207 0.0188
-0.0261 -0.0653 -0.0396
0.6612 0.7833 0.0670
0.0227 -0.3954
3.3195 0.1431 -2.9088
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-4.9923 4.9923
-1.0417 -2.0835 -2.0168
0.5431 0.5610 0.2805
0.0240 0.0480 0.0464
0.0144 0.0148 0.0074
0.0067 0.0134 0.0130
0.0004 0.0004 0.0002
-0.0023 -0.0046 -0.0045
0.0007 0.0007 0.0003
-0.0005 -0.0011 -0.0010
0.0002 0.0002 0.0001
-0.0001 -0.0002 -0.0002
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.5587 -5.4291 3.2529 -1.9631
0.2794 -0.9815
0.0000 0.0000
0.0000 -0.0001
0.0001 -0.0005
0.0003 -0.0022
0.0002 0.0065
0.0072 0.0232
0.2715 -1.0084
78
1211
78
1211
1211 1211
COMBINACION DE CARGAS
PORTICO PRINCIPAL 4 - 4
ESTADO 1: ESTADO PARA CARGA MUERTA ESTADO 1
2.58 T/m 2.58 T/m 2.58 T/m 0.50 T/m 0.50 T/m
2.58 T/m 2.58 T/m
3.08 T/m 3.08 T/m
2.60 m
2.63.03 T/m 3.18 T/m 3.12 T/m 1.01 T/m 1.01 T/m
3.03 T/m 3.18 T/m
3.75 m 4.04 T/m 4.19 T/m
3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 2: ESTADO PARA CARGA VIVA ESTADO 2
0.50 T/m 0.50 T/m
2.58 T/m 2.58 T/m
3.08 T/m
2.60 m
2.61.01 T/m 1.01 T/m 1.01 T/m
3.03 T/m 3.18 T/m
4.04 T/m
3.75 m 3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 3: ESTADO PARA CARGA VIVA ESTADO 3
0.50 T/m 0.50 T/m 0.50 T/m
2.58 T/m 2.58 T/m
3.08 T/m
2.60 m
2.6
1.01 T/m 1.01 T/m
3.03 T/m 3.18 T/m
4.19 T/m
3.75 m 3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 4: ESTADO PARA CARGA VIVA ESTADO 4
0.50 T/m 0.50 T/m 0.50 T/m
2.58 T/m 2.58 T/m
3.08 T/m
2.60 m
2.60 m
1.01 T/m 1.01 T/m 1.01 T/m 1.01 T/m
3.03 T/m 3.18 T/m
4.04 T/m 4.19 T/m
3.75 m 3.75 m
A B C D
3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 5: ESTADO PARA CARGA VIVA ESTADO 5
0.50 T/m 0.50 T/m 0.50 T/m 0.50 T/m
2.58 T/m 2.58 T/m
3.08 T/m 3.08 T/m
2.60 m
2.60 m
1.01 T/m 1.01 T/m 1.01 T/m
3.03 T/m 3.18 T/m
4.19 T/m
3.75 m 3.75 m
A B C D
3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
0.50 T/m
2.58 T/m
3.08 T/m
1.01 T/m
3.12 T/m
4.13 T/m
C D
3.63 m
ESTADO 2
2.58 T/m
1.01 T/m
3.12 T/m
4.13 T/m
C D3.63 m
ESTADO 3
0.50 T/m
2.58 T/m
3.08 T/m
3.12 T/m
C D3.63 m
ESTADO 4
0.50 T/m
2.58 T/m
3.08 T/m
3.12 T/m
C D3.63 m
ESTADO 5
2.58 T/m
1.01 T/m
3.12 T/m
4.13 T/m
C D3.63 m
CROSS PARA COMBINACION 1 - PORTICO 4
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75 3.08
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
4.04
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398 3.05
Σ 1352.6068 1.0000
ESTADO 1 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2 -2.39 Tn-m
K2-1 622.44 0.3161 M2-1 2.39 Tn-m
K2-3 616.3758 0.3130 M2-3 -2.43 Tn-m
K2-6 730.1683 0.3708 M3-2 2.43 Tn-m
Σ 1968.9826 1.0000 M3-4 -3.38 Tn-m
M4-3 3.38 Tn-m
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398 0.4602
K5-1 730.1683 0.3928 0.6153 -2.3877
K5-6 622.4385 0.3349 0.9568 0.8156
K5-9 506.2500 0.2723 -0.0870 -0.0570
Σ 1858.8568 1.0000 0.0777 0.0663
-0.0044 -0.0360
NUDO 6 I / L FD 0.0218 0.0186
K6-2 730.1683 0.2950 -0.0021 0.0067
K6-5 622.4385 0.2515 -0.0025 -0.0021
K6-7 616.3758 0.2490 0.0001 0.0002
K6-10 506.2500 0.2045 -0.0002 -0.0002
Σ 2475.2326 1.0000 0.0000 -0.0002
0.0001 0.0001
NUDO 7 I / L FD 0.0000 0.0000
K7-3 730.1683 0.3073 0.0000 0.0000
K7-6 616.3758 0.2594 0.0000
K7-8 522.9855 0.2201 1.5757 -1.5757
1
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827 1.5708
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040 0.0000
Σ 1253.1538 1.0000 0.0000
0.0000
-0.0001
0.0003
-0.0012
-0.0043
0.0109
-0.0087
0.0389
-0.1740
0.4784
1.2306
0.2723 0.3928
0.3349
-3.1328
0.8532 1.0490
-0.0354
-0.1206 -0.1483
-0.0167
-0.0060 -0.0074
-0.0001
-0.0029 -0.0036
0.0005
0.0002 0.0002
0.0000
0.0000 0.0000
0.0000
0.0000 0.0000
0.0000
0.7238 -2.2946
0.3619
0.0000
0.0000
0.0001
-0.0015
-0.0030
-0.0603
0.4266
5
9
9
CROSS PARA COMBINACION 1 - PORTICO 4
2 3 43.08 3.08
6 7 84.19 4.13
10 11 12
3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M5-6 -3.13 Tn-m
M6-5 3.13 Tn-m
M6-7 -3.31 Tn-m
M7-6 3.31 Tn-m
M7-8 -4.53 Tn-m
M8-7 4.53 Tn-m
COMBINACION 1 - DEARROLLO DEL CROSS
0.3161 0.3130
2.3877 0.3708 -2.4349 2.4349
0.4078
-0.1140 -0.1337 -0.1129 -0.0564
0.0331 -0.0415 0.2364 0.4728
-0.0721 -0.0846 -0.0714 -0.0357
0.0093 -0.0196 -0.0320 -0.0640
0.0134 0.0157 0.0132 0.0066
-0.0010 -0.0001 -0.0004 -0.0008
0.0005 0.0006 0.0005 0.0002
-0.0001 0.0006 0.0005 0.0009
-0.0003 -0.0004 -0.0003 -0.0001
0.0000 0.0000 0.0001 0.0002
0.0000 -0.0001 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
2
2.6643 -0.2630 -2.4012
2.7585
-0.2224 -3.1681
0.0000
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
0.0001 0.0001
-0.0002 -0.0002
0.0012 0.0010
0.0003 -0.0025
-0.0002 -0.0002
0.0078 -0.0035
-0.0392 -0.0331
-0.0423 0.2493
-0.0830 -0.0701
-0.0669 -3.3090
0.2950 0.2490
0.2515 0.2045
3.1328
0.5245
-0.0708 -0.0576
-0.0742
-0.0334 -0.0272
-0.0037
-0.0002 -0.0001
-0.0018
0.0010 0.0008
0.0001
0.0001 0.0001
0.0000
0.0000 0.0000
0.0000
0.0000 0.0000
3.4745 -0.0840
-0.0420
0.0000
0.0000
0.0000
0.0004
-0.0001
-0.0136
-0.0288
6
10
10
COMBINACION 1 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
0.3906 -3.3821 3.3821 -1.3199
-0.4303 -0.8607 -1.2016
0.5600745186 0.4012 0.2006 0.1134
0.2953 -0.0655 -0.1310 -0.1829
-0.0758 -0.0543 -0.0272 0.0275
-0.0041 -0.0001 -0.0001 -0.0002
-0.0009 -0.0007 -0.0003 0.0006
-0.0029 -0.0001 -0.0001 -0.0002
0.0011 0.0008 0.0004 0.0001
-0.0002 -0.0001 -0.0002 -0.0003
0.0002 0.0001 0.0001 0.0000
0.0000 0.0000 0.0000 -0.0001
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
3 4
0.0000 2.5635 -2.5635
0.7726 -3.5311
3.7441 0.8183
0.0000 0.0000 -3.0490
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 -0.0001 0.0001
0.0000 0.0001 -0.0001
-0.0004 -0.0005 0.0001
0.0005 0.0005 -0.0001
-0.0050 -0.0059 0.0013
-0.0001 -0.0005 -0.0001
-0.0069 -0.0082 0.0550
-0.0165 -0.0379 -0.0915
0.4986 0.5906 0.2268
-0.0350 -0.6008
3.3090 0.2800 -2.6397
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-4.5304 4.5304
-0.9454 -1.8907 -1.8302
0.4095 0.4231 0.2115
0.0812 0.1625 0.1573
-0.0057 -0.0059 -0.0029
0.0197 0.0394 0.0381
-0.0041 -0.0042 -0.0021
0.0005 0.0009 0.0009
-0.0003 -0.0003 -0.0002
0.0001 0.0001 0.0001
0.0000 0.0000 0.0000
0.0000 0.0001 0.0001
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.3994 -4.9617 3.0490 -1.6337
0.1997 -0.8169
0.0000 0.0000
0.0000 0.0000
0.0000 0.0001
-0.0002 0.0004
-0.0020 0.0191
-0.0029 0.0786
0.2048 -0.9151
78
1211
1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.6153
K5-6 622.4385 0.3349 0.7455
K5-9 506.2500 0.2723 -0.0443
Σ 1858.8568 1.0000 0.0136
0.0075
NUDO 6 I / L FD -0.0086
K6-2 730.1683 0.2950 0.0019
K6-5 622.4385 0.2515 -0.0120
K6-7 616.3758 0.2490 0.0013
K6-10 506.2500 0.2045 -0.0024
Σ 2475.2326 1.0000 0.0003
-0.0004
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 -0.0001
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.3176
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.8532
-0.0615
0.0104
0.0027
0.0019
0.0004
0.0001
0.8072
0.4036
0.0000
0.0002
0.0009
0.0013
0.0052
-0.0307
0.4266
5
9
5
9
99
CROSS PARA COMBINACION 2 - PORTICO 4
2 3 42.58 3.08 2.58
6 7 84.04 3.18 4.13
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-2.00 Tn-m M5-6 -3.13 Tn-m
2.00 Tn-m M6-5 3.13 Tn-m
-2.43 Tn-m M6-7 -2.51 Tn-m
2.43 Tn-m M7-6 2.51 Tn-m
-2.83 Tn-m M7-8 -4.53 Tn-m
2.83 Tn-m M8-7 4.53 Tn-m
COMBINACION 2 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-1.9963 1.9963 0.3708 -2.4349
0.6355 0.3178
0.0191 0.0382 0.0448 0.0378
0.0116 0.0058 -0.1724 0.1135
0.0084 0.0168 0.0197 0.0166
-0.0073 -0.0037 -0.0528 -0.0723
0.0204 0.0407 0.0478 0.0403
-0.0103 -0.0051 -0.0065 -0.0079
0.0031 0.0062 0.0072 0.0061
-0.0020 -0.0010 -0.0010 -0.0011
0.0005 0.0010 0.0012 0.0010
-0.0004 -0.0002 -0.0004 -0.0003
0.0001 0.0003 0.0003 0.0003
-0.0001 0.0000 -0.0001 -0.0001
0.0000 0.0001 0.0001 0.0001
-1.3176 0.0000 0.0000
1 21 2
2.4130 -0.1121 -2.3009
-0.4058 -2.5022
1.5320 0.0000
0.0000 0.0000
0.0001 0.0000 0.0000
-0.0002 -0.0002 -0.0001
0.0006 0.0002 0.0002
-0.0012 -0.0007 -0.0006
0.0027 0.0006 0.0007
-0.0060 -0.0019 -0.0016
0.0039 0.0036 0.0012
-0.0043 -0.0130 -0.0110
0.0150 0.0239 0.0139
0.0068 -0.1056 -0.0892
-0.0887 0.0098 0.3861
0.3727 -0.3449 -0.2911
1.2306 0.0224 -2.5107
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-3.1328 3.1328
1.0490 0.5245
-0.1470 -0.2940 -0.2391
-0.0756 -0.0378
-0.0450 -0.0901 -0.0732
0.0128 0.0064
-0.0056 -0.0111 -0.0090
0.0033 0.0016
-0.0008 -0.0016 -0.0013
0.0023 0.0011
-0.0003 -0.0006 -0.0005
0.0005 0.0003
-0.0001 -0.0002 -0.0001
0.0001 0.0000
0.0000 0.0000 0.0000
-2.3392 3.2315 -0.3234
-0.1617
0.0000
-0.0001
-0.0003
-0.0007
-0.0045
-0.0366
-0.1195
6
109
6
109
109 109
COMBINACION 2 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
2.4349 0.3906 -2.8277 2.8277 -1.3199
-0.3146 -0.6293 -0.8786
0.0189
0.2270 0.2689234059 0.1926 0.0963 0.0325
0.0083 0.4573 -0.0269 -0.0538 -0.0751
-0.1447 -0.1714 -0.1227 -0.0614 0.0075
0.0202 0.0164 0.0112 0.0225 0.0314
-0.0158 -0.0187 -0.0134 -0.0067 -0.0049
0.0031 0.0015 0.0024 0.0048 0.0067
-0.0023 -0.0027 -0.0019 -0.0010 -0.0012
0.0005 0.0009 0.0004 0.0009 0.0012
-0.0006 -0.0007 -0.0005 -0.0003 -0.0002
0.0001 0.0002 0.0001 0.0002 0.0003
-0.0002 -0.0002 -0.0001 -0.0001 -0.0001
0.0000 0.0001 0.0000 0.0000 0.0001
0.0000 0.0000 0.0000 0.0000
3 43 4
0.0000 2.2001 -2.2001
2.5495 0.5516 -3.1011
3.1182 0.9904
0.0000 0.0000 -3.0292
0.0000 0.0000 0.0000
0.0001 0.0001 -0.0001
-0.0001 -0.0001 0.0001
0.0004 0.0005 -0.0005
-0.0003 -0.0004 0.0006
0.0015 0.0017 -0.0023
-0.0008 -0.0014 0.0034
0.0025 0.0029 -0.0098
-0.0055 -0.0093 0.0157
0.0278 0.0329 0.0150
-0.0446 -0.0857 -0.0375
0.7721 0.9147 0.0651
-0.1456 -0.4393
2.5107 0.1345 -2.6397
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-4.5304 4.5304
-0.9454 -1.8907 -1.8302
0.6342 0.6552 0.3276
0.0233 0.0466 0.0451
0.0228 0.0235 0.0118
0.0054 0.0108 0.0104
0.0020 0.0021 0.0010
-0.0035 -0.0070 -0.0068
0.0012 0.0012 0.0006
-0.0008 -0.0017 -0.0016
0.0003 0.0003 0.0002
-0.0002 -0.0003 -0.0003
0.0001 0.0001 0.0000
0.0000 -0.0001 -0.0001
0.0000 0.0000 0.0000
0.6606 -4.7692 3.0293 -1.7834
0.3303 -0.8917
0.0000 0.0000
0.0001 -0.0002
0.0002 -0.0008
0.0006 -0.0034
0.0010 0.0052
0.0114 0.0226
0.3171 -0.9151
78
1211
78
1211
1211 1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.4615
K5-6 622.4385 0.3349 1.0398
K5-9 506.2500 0.2723 -0.1197
Σ 1858.8568 1.0000 0.1325
-0.0166
NUDO 6 I / L FD 0.0505
K6-2 730.1683 0.2950 -0.0062
K6-5 622.4385 0.2515 0.0087
K6-7 616.3758 0.2490 -0.0012
K6-10 506.2500 0.2045 0.0023
Σ 2475.2326 1.0000 -0.0003
0.0006
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 0.0001
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.5519
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.6400
-0.1660
-0.0230
-0.0085
-0.0017
-0.0004
-0.0001
0.4402
0.2201
-0.0001
-0.0002
-0.0008
-0.0043
-0.0115
-0.0830
0.3200
5
9
5
9
99
CROSS PARA COMBINACION 3 - PORTICO 4
2 3 43.08 2.58 3.08
6 7 83.03 4.19 3.12
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-2.39 Tn-m M5-6 -2.35 Tn-m
2.39 Tn-m M6-5 2.35 Tn-m
-2.04 Tn-m M6-7 -3.31 Tn-m
2.04 Tn-m M7-6 3.31 Tn-m
-3.38 Tn-m M7-8 -3.42 Tn-m
3.38 Tn-m M8-7 3.42 Tn-m
COMBINACION 3 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-2.3877 2.3877 0.3708 -2.0357
0.8864 0.4432
-0.1257 -0.2514 -0.2949 -0.2489
0.1129 0.0565 0.1052 0.3245
-0.0768 -0.1537 -0.1803 -0.1522
0.0430 0.0215 0.0216 0.0196
-0.0099 -0.0198 -0.0233 -0.0196
0.0074 0.0037 0.0072 0.0083
-0.0030 -0.0061 -0.0071 -0.0060
0.0020 0.0010 0.0022 0.0022
-0.0009 -0.0017 -0.0020 -0.0017
0.0005 0.0003 0.0005 0.0005
-0.0002 -0.0004 -0.0005 -0.0004
0.0001 0.0000 0.0001 0.0001
0.0000 -0.0001 -0.0001 -0.0001
-1.5520 0.0000 0.0000
1 21 2
2.4807 -0.3713 -2.1094
0.0196 -3.0631
1.2520 0.0000
0.0001 0.0000
-0.0002 0.0000 -0.0001
0.0003 0.0002 0.0002
-0.0006 -0.0002 -0.0003
0.0011 0.0010 0.0008
-0.0024 -0.0010 -0.0012
0.0043 0.0044 0.0038
-0.0123 -0.0036 -0.0063
0.0252 0.0144 0.0122
-0.0332 -0.0116 -0.0231
0.0662 0.0432 0.0364
-0.2394 -0.0901 0.0458
0.5199 0.2103 0.1775
0.9231 -0.1474 -3.3090
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-2.3500 2.3500
0.7869 0.3935
0.0896 0.1793 0.1458
-0.2041 -0.1021
0.0184 0.0368 0.0299
-0.0283 -0.0142
0.0062 0.0123 0.0100
-0.0105 -0.0053
0.0019 0.0038 0.0031
-0.0021 -0.0010
0.0004 0.0008 0.0007
-0.0005 -0.0003
0.0001 0.0002 0.0002
-0.0001 -0.0001
0.0000 0.0000 0.0000
-1.6922 2.8539 0.1897
0.0948
0.0000
0.0001
0.0003
0.0015
0.0050
0.0150
0.0729
6
109
6
109
109 109
COMBINACION 3 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
2.0357 0.3906 -3.3821 3.3821 -0.9968
-0.4977 -0.9955 -1.3898
-0.1245
0.6490 0.7688533194 0.5507 0.2753 0.1911
-0.0761 0.0543 -0.0973 -0.1947 -0.2718
0.0393 0.0465 0.0333 0.0167 0.0453
-0.0098 -0.0274 -0.0129 -0.0259 -0.0361
0.0165 0.0196 0.0140 0.0070 0.0068
-0.0030 -0.0074 -0.0029 -0.0058 -0.0081
0.0044 0.0052 0.0037 0.0019 0.0015
-0.0008 -0.0014 -0.0007 -0.0014 -0.0019
0.0010 0.0012 0.0008 0.0004 0.0003
-0.0002 -0.0003 -0.0002 -0.0003 -0.0004
0.0002 0.0003 0.0002 0.0001 0.0001
0.0000 -0.0001 0.0000 -0.0001 -0.0001
0.0000 0.0001 0.0000 0.0000
3 43 4
0.0000 2.4600 -2.4600
2.5318 0.8593 -3.3911
3.4542 0.4561
0.0000 0.0000 -2.3575
0.0000 0.0000 -0.0001
-0.0001 -0.0001 0.0002
0.0001 0.0001 -0.0002
-0.0005 -0.0006 0.0007
0.0004 0.0006 -0.0010
-0.0024 -0.0029 0.0029
0.0019 0.0026 -0.0040
-0.0125 -0.0149 0.0136
0.0061 0.0098 -0.0181
-0.0463 -0.0548 0.0906
0.0182 0.0233 -0.1359
0.0917 0.1086 0.3822
0.0888 -0.6949
3.3090 0.3844 -1.9936
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-3.4216 3.4216
-0.7140 -1.4280 -1.3823
0.0753 0.0778 0.0389
0.1369 0.2738 0.2650
-0.0380 -0.0393 -0.0196
0.0325 0.0649 0.0628
-0.0103 -0.0106 -0.0053
0.0049 0.0098 0.0094
-0.0020 -0.0021 -0.0010
0.0011 0.0021 0.0020
-0.0004 -0.0004 -0.0002
0.0002 0.0005 0.0005
-0.0001 -0.0001 -0.0001
0.0001 0.0001 0.0001
0.0000 0.0000 0.0000
0.0244 -3.9347 2.3574 -1.0423
0.0122 -0.5212
0.0000 0.0001
-0.0001 0.0002
-0.0002 0.0010
-0.0010 0.0047
-0.0052 0.0314
-0.0190 0.1325
0.0377 -0.6911
78
1211
78
1211
1211 1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.6153
K5-6 622.4385 0.3349 0.7455
K5-9 506.2500 0.2723 -0.0641
Σ 1858.8568 1.0000 0.0243
-0.0027
NUDO 6 I / L FD 0.0177
K6-2 730.1683 0.2950 -0.0023
K6-5 622.4385 0.2515 0.0023
K6-7 616.3758 0.2490 -0.0004
K6-10 506.2500 0.2045 0.0010
Σ 2475.2326 1.0000 -0.0001
0.0003
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 0.0001
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.3369
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.8532
-0.0888
-0.0037
-0.0032
-0.0006
-0.0002
-0.0001
0.7566
0.3783
0.0000
-0.0001
-0.0003
-0.0016
-0.0019
-0.0444
0.4266
5
9
5
9
99
CROSS PARA COMBINACION 4 - PORTICO 4
2 3 42.58 3.08 3.08
6 7 84.04 4.19 3.12
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-2.00 Tn-m M5-6 -3.13 Tn-m
2.00 Tn-m M6-5 3.13 Tn-m
-2.43 Tn-m M6-7 -3.31 Tn-m
2.43 Tn-m M7-6 3.31 Tn-m
-3.38 Tn-m M7-8 -3.42 Tn-m
3.38 Tn-m M8-7 3.42 Tn-m
COMBINACION 4 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-1.9963 1.9963 0.3708 -2.4349
0.6355 0.3178
0.0191 0.0382 0.0448 0.0378
0.0207 0.0103 -0.0547 0.2351
-0.0301 -0.0603 -0.0707 -0.0597
0.0151 0.0076 0.0019 0.0030
-0.0020 -0.0040 -0.0046 -0.0039
0.0020 0.0010 0.0033 0.0051
-0.0015 -0.0030 -0.0035 -0.0029
0.0009 0.0004 0.0012 0.0014
-0.0005 -0.0010 -0.0012 -0.0010
0.0003 0.0001 0.0003 0.0003
-0.0001 -0.0002 -0.0003 -0.0002
0.0001 0.0000 0.0001 0.0001
0.0000 0.0000 -0.0001 0.0000
-1.3369 0.0000 0.0000
1 21 2
2.3033 -0.0835 -2.2198
-0.1136 -3.3361
1.4868 0.0000
0.0000 0.0000
-0.0001 0.0000 0.0000
0.0002 0.0001 0.0001
-0.0003 -0.0001 -0.0002
0.0005 0.0005 0.0004
-0.0009 -0.0006 -0.0008
0.0012 0.0024 0.0021
-0.0046 -0.0017 -0.0046
0.0089 0.0066 0.0056
-0.0054 -0.0023 -0.0177
0.0121 0.0038 0.0032
-0.1281 -0.0354 0.0771
0.3727 -0.1094 -0.0923
1.2306 0.0224 -3.3090
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-3.1328 3.1328
1.0490 0.5245
-0.0466 -0.0932 -0.0758
-0.1092 -0.0546
0.0016 0.0032 0.0026
-0.0046 -0.0023
0.0028 0.0056 0.0046
-0.0039 -0.0020
0.0010 0.0021 0.0017
-0.0007 -0.0004
0.0002 0.0004 0.0004
-0.0002 -0.0001
0.0001 0.0001 0.0001
-0.0001 0.0000
0.0000 0.0000 0.0000
-2.2434 3.5162 -0.0665
-0.0332
0.0000
0.0000
0.0002
0.0008
0.0023
0.0013
-0.0379
6
109
6
109
109 109
COMBINACION 4 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
2.4349 0.3906 -3.3821 3.3821 -0.9968
-0.4977 -0.9955 -1.3898
0.0189
0.4702 0.5569692296 0.3989 0.1995 0.1834
-0.0299 0.0913 -0.0799 -0.1598 -0.2231
0.0061 0.0072 0.0052 0.0026 0.0369
-0.0020 -0.0210 -0.0082 -0.0165 -0.0230
0.0103 0.0122 0.0087 0.0044 0.0045
-0.0015 -0.0054 -0.0018 -0.0037 -0.0052
0.0029 0.0034 0.0024 0.0012 0.0009
-0.0005 -0.0009 -0.0005 -0.0009 -0.0013
0.0006 0.0007 0.0005 0.0003 0.0002
-0.0001 -0.0002 -0.0001 -0.0002 -0.0003
0.0001 0.0002 0.0001 0.0001 0.0001
0.0000 0.0000 0.0000 0.0000 -0.0001
0.0000 0.0000 0.0000 0.0000
3 43 4
0.0000 2.4135 -2.4135
2.9101 0.6444 -3.5545
3.3761 0.4178
0.0000 0.0000 -2.3630
0.0000 0.0000 0.0000
-0.0001 -0.0001 0.0001
0.0001 0.0001 -0.0001
-0.0003 -0.0004 0.0004
0.0002 0.0004 -0.0006
-0.0015 -0.0018 0.0019
0.0010 0.0017 -0.0026
-0.0092 -0.0108 0.0090
0.0028 0.0061 -0.0115
-0.0354 -0.0420 0.0737
0.0016 0.0036 -0.1115
0.1542 0.1826 0.3668
-0.0462 -0.6949
3.3090 0.2785 -1.9936
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-3.4216 3.4216
-0.7140 -1.4280 -1.3823
0.1266 0.1308 0.0654
0.1314 0.2627 0.2543
-0.0291 -0.0301 -0.0150
0.0264 0.0528 0.0511
-0.0075 -0.0078 -0.0039
0.0032 0.0064 0.0062
-0.0013 -0.0013 -0.0007
0.0007 0.0013 0.0013
-0.0003 -0.0003 -0.0001
0.0002 0.0003 0.0003
-0.0001 -0.0001 0.0000
0.0000 0.0001 0.0001
0.0000 0.0000 0.0000
0.0884 -3.8824 2.3630 -1.0689
0.0442 -0.5345
0.0000 0.0000
-0.0001 0.0002
-0.0001 0.0007
-0.0006 0.0031
-0.0038 0.0256
-0.0145 0.1272
0.0633 -0.6911
78
1211
78
1211
1211 1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.4615
K5-6 622.4385 0.3349 1.0398
K5-9 506.2500 0.2723 -0.1179
Σ 1858.8568 1.0000 0.0974
-0.0070
NUDO 6 I / L FD 0.0262
K6-2 730.1683 0.2950 -0.0025
K6-5 622.4385 0.2515 -0.0021
K6-7 616.3758 0.2490 0.0001
K6-10 506.2500 0.2045 -0.0003
Σ 2475.2326 1.0000 0.0000
0.0000
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 0.0000
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.4953
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.6400
-0.1635
-0.0098
-0.0035
0.0002
0.0001
0.0000
0.4635
0.2318
0.0000
0.0000
0.0001
-0.0017
-0.0049
-0.0817
0.3200
5
9
5
9
99
CROSS PARA COMBINACION 5 - PORTICO 4
2 3 43.08 3.08 2.58
6 7 83.03 4.19 4.13
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-2.39 Tn-m M5-6 -2.35 Tn-m
2.39 Tn-m M6-5 2.35 Tn-m
-2.43 Tn-m M6-7 -3.31 Tn-m
2.43 Tn-m M7-6 3.31 Tn-m
-2.83 Tn-m M7-8 -4.53 Tn-m
2.83 Tn-m M8-7 4.53 Tn-m
COMBINACION 5 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-2.3877 2.3877 0.3708 -2.4349
0.8864 0.4432
-0.0626 -0.1252 -0.1468 -0.1240
0.0831 0.0415 0.0942 0.1268
-0.0415 -0.0830 -0.0974 -0.0822
0.0223 0.0112 -0.0151 -0.0363
0.0064 0.0127 0.0149 0.0126
-0.0018 -0.0009 -0.0004 -0.0018
0.0005 0.0010 0.0011 0.0010
-0.0003 -0.0001 0.0004 0.0000
0.0000 -0.0001 -0.0001 -0.0001
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
-1.4953 0.0000 0.0000
1 21 2
2.6880 -0.1491 -2.5389
0.0442 -2.9239
1.2491 0.0000
0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0001 0.0000 0.0000
-0.0002 0.0000 0.0000
0.0003 0.0000 0.0001
-0.0010 0.0008 0.0006
-0.0050 0.0006 -0.0010
0.0131 -0.0008 -0.0006
-0.0141 0.0075 0.0011
0.0487 -0.0301 -0.0254
-0.2358 -0.0487 0.2513
0.5199 0.1885 0.1591
0.9231 -0.0734 -3.3090
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-2.3500 2.3500
0.7869 0.3935
0.0803 0.1607 0.1307
-0.2010 -0.1005
-0.0128 -0.0257 -0.0209
-0.0120 -0.0060
-0.0003 -0.0006 -0.0005
-0.0043 -0.0021
0.0003 0.0007 0.0005
0.0002 0.0001
0.0000 0.0000 0.0000
0.0001 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000
0.0000 0.0000 0.0000
-1.7126 2.7699 0.1098
0.0549
0.0000
0.0000
0.0000
0.0003
-0.0003
-0.0104
0.0653
6
109
6
109
109 109
COMBINACION 5 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
2.4349 0.3906 -2.8277 2.8277 -1.3199
-0.3146 -0.6293 -0.8786
-0.0620
0.2537 0.3005182442 0.2152 0.1076 0.0659
-0.0411 0.2977 -0.0362 -0.0724 -0.1011
-0.0726 -0.0861 -0.0616 -0.0308 0.0145
0.0063 0.0013 0.0034 0.0068 0.0095
-0.0036 -0.0043 -0.0031 -0.0015 -0.0011
0.0005 -0.0012 0.0006 0.0011 0.0016
0.0001 0.0001 0.0000 0.0000 -0.0002
0.0000 0.0001 0.0000 0.0001 0.0001
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
3 43 4
0.0000 2.2094 -2.2094
2.5160 0.5080 -3.0240
3.8787 0.7008
0.0000 0.0000 -2.9661
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0001 0.0001 -0.0001
0.0000 0.0000 0.0001
0.0001 0.0001 -0.0005
0.0003 0.0000 0.0008
-0.0020 -0.0024 -0.0023
-0.0003 -0.0022 0.0048
0.0022 0.0026 0.0289
-0.0127 -0.0430 -0.0505
0.5025 0.5953 0.1317
0.0796 -0.4393
3.3090 0.1503 -2.6397
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-4.5304 4.5304
-0.9454 -1.8907 -1.8302
0.4127 0.4264 0.2132
0.0472 0.0944 0.0913
0.0018 0.0019 0.0009
0.0104 0.0207 0.0200
-0.0017 -0.0017 -0.0009
-0.0008 -0.0016 -0.0016
0.0001 0.0001 0.0001
-0.0002 -0.0003 -0.0003
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.4130 -4.9926 2.9661 -1.7208
0.2065 -0.8604
0.0000 0.0000
0.0000 0.0000
0.0000 -0.0002
0.0000 -0.0008
-0.0008 0.0100
0.0009 0.0457
0.2064 -0.9151
78
1211
78
1211
1211 1211
COMBINACION DE CARGAS
PORTICO PRINCIPAL 5 - 5
ESTADO 1: ESTADO PARA CARGA MUERTA ESTADO 1
3.42 T/m 3.42 T/m 3.42 T/m 0.70 T/m 0.70 T/m
3.42 T/m 3.42 T/m
4.12 T/m 4.12 T/m
2.60 m
2.64.40 T/m 4.02 T/m 4.40 T/m 1.40 T/m 1.40 T/m
4.40 T/m 4.02 T/m
3.75 m 5.81 T/m 5.42 T/m
3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 2: ESTADO PARA CARGA VIVA ESTADO 2
0.70 T/m 0.70 T/m
3.42 T/m 3.42 T/m
4.12 T/m
2.60 m
2.61.40 T/m 1.40 T/m 1.40 T/m
4.40 T/m 4.02 T/m
5.81 T/m
3.75 m 3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 3: ESTADO PARA CARGA VIVA ESTADO 3
0.70 T/m 0.70 T/m 0.70 T/m
3.42 T/m 3.42 T/m
4.12 T/m
2.60 m
2.6
1.40 T/m 1.40 T/m
4.40 T/m 4.02 T/m
5.42 T/m
3.75 m 3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 4: ESTADO PARA CARGA VIVA ESTADO 4
0.70 T/m 0.70 T/m 0.70 T/m
3.42 T/m 3.42 T/m
4.12 T/m
2.60 m
2.60 m
1.40 T/m 1.40 T/m 1.40 T/m 1.40 T/m
4.40 T/m 4.02 T/m
5.81 T/m 5.42 T/m
3.75 m 3.75 m
A B C D
3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 5: ESTADO PARA CARGA VIVA ESTADO 5
0.70 T/m 0.70 T/m 0.70 T/m 0.70 T/m
3.42 T/m 3.42 T/m
4.12 T/m 4.12 T/m
2.60 m
2.60 m
1.40 T/m 1.40 T/m 1.40 T/m
4.40 T/m 4.02 T/m
5.42 T/m
3.75 m 3.75 m
A B C D
3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
0.70 T/m
3.42 T/m
4.12 T/m
1.40 T/m
4.40 T/m
5.81 T/m
C D
3.63 m
ESTADO 2
3.42 T/m
1.40 T/m
4.40 T/m
5.81 T/m
C D3.63 m
ESTADO 3
0.70 T/m
3.42 T/m
4.12 T/m
4.40 T/m
C D3.63 m
ESTADO 4
0.70 T/m
3.42 T/m
4.12 T/m
4.40 T/m
C D3.63 m
ESTADO 5
3.42 T/m
1.40 T/m
4.40 T/m
5.81 T/m
C D3.63 m
CROSS PARA COMBINACION 1 - PORTICO 5
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75 4.12
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
5.81
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398 3.05
Σ 1352.6068 1.0000
ESTADO 1 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2 -3.20 Tn-m
K2-1 622.44 0.3161 M2-1 3.20 Tn-m
K2-3 616.3758 0.3130 M2-3 -3.26 Tn-m
K2-6 730.1683 0.3708 M3-2 3.26 Tn-m
Σ 1968.9826 1.0000 M3-4 -4.53 Tn-m
M4-3 4.53 Tn-m
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398 0.4602
K5-1 730.1683 0.3928 0.8841 -3.1952
K5-6 622.4385 0.3349 1.2476 1.0635
K5-9 506.2500 0.2723 -0.1008 -0.0741
Σ 1858.8568 1.0000 0.0944 0.0805
-0.0023 -0.0353
NUDO 6 I / L FD 0.0203 0.0173
K6-2 730.1683 0.2950 -0.0016 0.0148
K6-5 622.4385 0.2515 -0.0072 -0.0061
K6-7 616.3758 0.2490 0.0007 0.0014
K6-10 506.2500 0.2045 -0.0011 -0.0010
Σ 2475.2326 1.0000 0.0001 0.0000
-0.0001 -0.0001
NUDO 7 I / L FD 0.0000 0.0000
K7-3 730.1683 0.3073 0.0000 0.0000
K7-6 616.3758 0.2594 0.0000
K7-8 522.9855 0.2201 2.1341 -2.1341
1
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827 2.2374
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040 0.0000
Σ 1253.1538 1.0000 0.0000
0.0003
-0.0006
0.0013
-0.0036
-0.0031
0.0101
-0.0046
0.0472
-0.2016
0.6238
1.7682
0.2723 0.3928
0.3349
-4.5014
1.2259 1.5073
-0.1106
-0.1398 -0.1718
-0.0355
-0.0032 -0.0039
-0.0022
-0.0022 -0.0027
0.0002
0.0009 0.0011
-0.0001
0.0002 0.0002
0.0000
0.0000 0.0000
0.0000
1.0819 -3.3193
0.5410
0.0000
0.0001
0.0005
-0.0011
-0.0016
-0.0699
0.6130
5
9
9
CROSS PARA COMBINACION 1 - PORTICO 5
2 3 44.12 4.12
6 7 85.42 5.81
10 11 12
3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M5-6 -4.50 Tn-m
M6-5 4.50 Tn-m
M6-7 -4.29 Tn-m
M7-6 4.29 Tn-m
M7-8 -6.38 Tn-m
M8-7 6.38 Tn-m
COMBINACION 1 - DEARROLLO DEL CROSS
0.3161 0.3130
3.1952 0.3708 -3.2584 3.2584
0.5318
-0.1481 -0.1738 -0.1467 -0.0733
0.0402 -0.1298 0.3128 0.6257
-0.0706 -0.0828 -0.0699 -0.0350
0.0087 -0.0416 -0.0608 -0.1216
0.0296 0.0348 0.0293 0.0147
-0.0031 -0.0026 -0.0035 -0.0070
0.0029 0.0034 0.0029 0.0014
-0.0005 0.0003 0.0001 0.0001
0.0001 0.0001 0.0001 0.0000
0.0000 -0.0001 0.0000 -0.0001
0.0001 0.0001 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
2
3.5862 -0.3921 -3.1941
3.6634
-0.4568 -4.1721
0.0000
0.0000 0.0000
0.0000 0.0000
-0.0001 0.0000
0.0000 0.0000
-0.0002 -0.0002
0.0000 0.0001
0.0005 0.0005
0.0017 -0.0022
-0.0052 -0.0044
0.0174 0.0023
-0.0833 -0.0703
-0.0414 0.4096
-0.2595 -0.2191
-0.0869 -4.2884
0.2950 0.2490
0.2515 0.2045
4.5014
0.7536
-0.2212 -0.1799
-0.0859
-0.0710 -0.0577
-0.0020
-0.0044 -0.0036
-0.0013
0.0005 0.0004
0.0006
-0.0002 -0.0001
0.0001
0.0000 0.0000
0.0000
0.0000 0.0000
4.8701 -0.2411
-0.1205
0.0000
0.0000
-0.0001
0.0002
-0.0018
-0.0289
-0.0900
6
10
10
COMBINACION 1 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
0.3906 -4.5260 4.5260 -1.8576
-0.5568 -1.1136 -1.5548
0.7411952661 0.5309 0.2654 0.1252
0.4852 -0.0815 -0.1630 -0.2276
-0.1440 -0.1031 -0.0516 0.0326
0.0027 0.0040 0.0079 0.0111
-0.0083 -0.0060 -0.0030 -0.0011
-0.0026 0.0008 0.0017 0.0024
0.0001 0.0001 0.0000 -0.0004
0.0001 0.0001 0.0001 0.0002
-0.0001 0.0000 0.0000 0.0000
0.0001 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
3 4
0.0000 3.4700 -3.4700
1.0743 -4.7376
4.9611 1.2652
0.0000 0.0000 -4.2868
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0001 0.0001 -0.0001
-0.0001 0.0000 0.0001
0.0001 0.0001 -0.0007
0.0002 0.0001 0.0012
-0.0044 -0.0052 -0.0021
-0.0022 -0.0042 0.0055
0.0045 0.0054 0.0652
-0.0351 -0.0720 -0.1138
0.8191 0.9703 0.2505
-0.1095 -0.7774
4.2884 0.3706 -3.7151
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-6.3761 6.3761
-1.3305 -2.6610 -2.5758
0.6728 0.6950 0.3475
0.0897 0.1794 0.1737
0.0037 0.0038 0.0019
0.0233 0.0467 0.0452
-0.0036 -0.0037 -0.0019
-0.0008 -0.0015 -0.0015
0.0001 0.0001 0.0001
-0.0003 -0.0005 -0.0005
0.0001 0.0001 0.0000
0.0000 -0.0001 -0.0001
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.6731 -6.8993 4.2868 -2.3590
0.3365 -1.1795
0.0000 0.0000
0.0000 0.0000
0.0000 -0.0002
0.0001 -0.0007
-0.0018 0.0226
0.0019 0.0868
0.3364 -1.2879
78
1211
1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.8841
K5-6 622.4385 0.3349 0.9538
K5-9 506.2500 0.2723 -0.0415
Σ 1858.8568 1.0000 0.0052
0.0142
NUDO 6 I / L FD -0.0220
K6-2 730.1683 0.2950 0.0041
K6-5 622.4385 0.2515 -0.0205
K6-7 616.3758 0.2490 0.0023
K6-10 506.2500 0.2045 -0.0042
Σ 2475.2326 1.0000 0.0005
-0.0008
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 -0.0001
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.7753
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
1.2259
-0.0575
0.0197
0.0057
0.0032
0.0007
0.0001
1.1979
0.5989
0.0001
0.0004
0.0016
0.0028
0.0098
-0.0287
0.6130
5
9
5
9
99
CROSS PARA COMBINACION 2 - PORTICO 5
2 3 43.42 4.12 3.42
6 7 85.81 4.02 5.81
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-2.65 Tn-m M5-6 -4.50 Tn-m
2.65 Tn-m M6-5 4.50 Tn-m
-3.26 Tn-m M6-7 -3.18 Tn-m
3.26 Tn-m M7-6 3.18 Tn-m
-3.76 Tn-m M7-8 -6.38 Tn-m
3.76 Tn-m M8-7 6.38 Tn-m
COMBINACION 2 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-2.6509 2.6509 0.3708 -3.2584
0.8131 0.4065
0.0318 0.0635 0.0745 0.0629
0.0045 0.0022 -0.3118 0.1420
0.0265 0.0530 0.0622 0.0525
-0.0187 -0.0094 -0.0878 -0.1169
0.0338 0.0677 0.0794 0.0670
-0.0175 -0.0087 -0.0115 -0.0139
0.0054 0.0108 0.0127 0.0107
-0.0036 -0.0018 -0.0019 -0.0022
0.0009 0.0018 0.0022 0.0018
-0.0007 -0.0003 -0.0007 -0.0005
0.0002 0.0005 0.0006 0.0005
-0.0001 -0.0001 -0.0002 -0.0001
0.0001 0.0001 0.0001 0.0001
-1.7752 0.0000 0.0000
1 21 2
3.2369 -0.1823 -3.0546
-0.7120 -3.2462
2.1835 0.0000
-0.0001 -0.0001
0.0002 0.0001 0.0001
-0.0004 -0.0003 -0.0003
0.0010 0.0003 0.0003
-0.0021 -0.0013 -0.0011
0.0047 0.0011 0.0014
-0.0102 -0.0038 -0.0032
0.0082 0.0063 0.0030
-0.0110 -0.0231 -0.0195
0.0284 0.0397 0.0264
0.0026 -0.1757 -0.1483
-0.0829 0.0311 0.5997
0.4769 -0.6236 -0.5264
1.7682 0.0373 -3.1783
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-4.5014 4.5014
1.5073 0.7536
-0.2658 -0.5316 -0.4324
-0.0707 -0.0353
-0.0749 -0.1497 -0.1218
0.0242 0.0121
-0.0098 -0.0197 -0.0160
0.0070 0.0035
-0.0016 -0.0032 -0.0026
0.0040 0.0020
-0.0006 -0.0011 -0.0009
0.0009 0.0004
-0.0001 -0.0003 -0.0002
0.0002 0.0001
0.0000 -0.0001 0.0000
-3.3814 4.5321 -0.5739
-0.2870
0.0000
-0.0001
-0.0005
-0.0013
-0.0080
-0.0609
-0.2162
6
109
6
109
109 109
COMBINACION 2 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
3.2584 0.3906 -3.7550 3.7550 -1.8576
-0.3959 -0.7919 -1.1056
0.0314
0.2839 0.3363285673 0.2409 0.1204 0.0128
0.0262 0.7105 -0.0278 -0.0556 -0.0776
-0.2337 -0.2769 -0.1983 -0.0992 0.0048
0.0335 0.0313 0.0197 0.0394 0.0550
-0.0278 -0.0330 -0.0236 -0.0118 -0.0087
0.0053 0.0035 0.0043 0.0086 0.0120
-0.0043 -0.0051 -0.0037 -0.0018 -0.0021
0.0009 0.0016 0.0008 0.0016 0.0023
-0.0011 -0.0013 -0.0009 -0.0005 -0.0004
0.0002 0.0004 0.0002 0.0004 0.0005
-0.0003 -0.0003 -0.0002 -0.0001 -0.0001
0.0001 0.0001 0.0000 0.0001 0.0001
-0.0001 -0.0001 0.0000 0.0000
3 43 4
0.0000 2.9647 -2.9647
3.3727 0.7670 -4.1396
4.0907 1.5045
0.0000 0.0000 -4.2593
0.0000 0.0000 0.0001
0.0002 0.0002 -0.0002
-0.0001 -0.0002 0.0003
0.0007 0.0008 -0.0008
-0.0005 -0.0007 0.0011
0.0027 0.0032 -0.0042
-0.0016 -0.0026 0.0060
0.0059 0.0070 -0.0175
-0.0097 -0.0165 0.0275
0.0528 0.0625 0.0096
-0.0741 -0.1384 -0.0388
1.1995 1.4209 0.0256
-0.2632 -0.5528
3.1783 0.1682 -3.7151
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-6.3761 6.3761
-1.3305 -2.6610 -2.5758
0.9852 1.0178 0.5089
0.0092 0.0183 0.0177
0.0433 0.0448 0.0224
0.0034 0.0069 0.0066
0.0049 0.0050 0.0025
-0.0063 -0.0125 -0.0121
0.0022 0.0023 0.0011
-0.0015 -0.0030 -0.0029
0.0006 0.0006 0.0003
-0.0003 -0.0006 -0.0006
0.0001 0.0001 0.0001
-0.0001 -0.0001 -0.0001
0.0000 0.0000 0.0000
1.0363 -6.6315 4.2594 -2.5672
0.5182 -1.2836
0.0000 -0.0001
0.0001 -0.0003
0.0003 -0.0014
0.0011 -0.0061
0.0024 0.0033
0.0217 0.0089
0.4926 -1.2879
78
1211
78
1211
1211 1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.6703
K5-6 622.4385 0.3349 1.3630
K5-9 506.2500 0.2723 -0.1463
Σ 1858.8568 1.0000 0.1705
-0.0194
NUDO 6 I / L FD 0.0601
K6-2 730.1683 0.2950 -0.0072
K6-5 622.4385 0.2515 0.0083
K6-7 616.3758 0.2490 -0.0012
K6-10 506.2500 0.2045 0.0023
Σ 2475.2326 1.0000 -0.0003
0.0007
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 0.0001
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 2.1010
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.9295
-0.2028
-0.0268
-0.0099
-0.0017
-0.0004
-0.0001
0.6876
0.3438
-0.0001
-0.0002
-0.0009
-0.0050
-0.0134
-0.1014
0.4647
5
9
5
9
99
CROSS PARA COMBINACION 3 - PORTICO 5
2 3 44.12 3.42 4.12
6 7 84.40 5.42 4.40
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-3.20 Tn-m M5-6 -3.41 Tn-m
3.20 Tn-m M6-5 3.41 Tn-m
-2.70 Tn-m M6-7 -4.29 Tn-m
2.70 Tn-m M7-6 4.29 Tn-m
-4.53 Tn-m M7-8 -4.83 Tn-m
4.53 Tn-m M8-7 4.83 Tn-m
COMBINACION 3 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-3.1952 3.1952 0.3708 -2.7033
1.1619 0.5810
-0.1696 -0.3391 -0.3978 -0.3358
0.1453 0.0727 0.0742 0.4354
-0.0920 -0.1841 -0.2159 -0.1823
0.0513 0.0256 0.0156 0.0110
-0.0083 -0.0165 -0.0194 -0.0164
0.0071 0.0036 0.0076 0.0085
-0.0031 -0.0062 -0.0073 -0.0062
0.0020 0.0010 0.0025 0.0025
-0.0010 -0.0019 -0.0022 -0.0019
0.0006 0.0003 0.0005 0.0005
-0.0002 -0.0004 -0.0005 -0.0004
0.0001 0.0000 0.0001 0.0001
0.0000 -0.0001 -0.0001 -0.0001
-2.1011 0.0000 0.0000
1 21 2
3.3310 -0.5427 -2.7883
-0.1204 -4.0261
1.7942 0.0000
0.0001 0.0000
-0.0002 -0.0001 -0.0001
0.0003 0.0002 0.0002
-0.0006 -0.0003 -0.0003
0.0012 0.0010 0.0009
-0.0025 -0.0011 -0.0014
0.0042 0.0051 0.0043
-0.0143 -0.0036 -0.0075
0.0301 0.0151 0.0128
-0.0387 -0.0097 -0.0251
0.0852 0.0313 0.0264
-0.2925 -0.1080 0.1266
0.6815 0.1484 0.1253
1.3406 -0.1989 -4.2884
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-3.4128 3.4128
1.1428 0.5714
0.0633 0.1265 0.1029
-0.2494 -0.1247
0.0133 0.0267 0.0217
-0.0330 -0.0165
0.0064 0.0129 0.0105
-0.0122 -0.0061
0.0022 0.0043 0.0035
-0.0021 -0.0011
0.0004 0.0009 0.0007
-0.0005 -0.0003
0.0001 0.0002 0.0002
-0.0001 -0.0001
0.0000 0.0000 0.0000
-2.4817 4.0070 0.1395
0.0698
0.0000
0.0001
0.0004
0.0018
0.0052
0.0108
0.0514
6
109
6
109
109 109
COMBINACION 3 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
2.7033 0.3906 -4.5260 4.5260 -1.4084
-0.6505 -1.3011 -1.8165
-0.1679
0.8708 1.0315173022 0.7388 0.3694 0.2333
-0.0911 0.1500 -0.1258 -0.2515 -0.3512
0.0221 0.0261 0.0187 0.0094 0.0574
-0.0082 -0.0297 -0.0139 -0.0278 -0.0389
0.0171 0.0202 0.0145 0.0072 0.0075
-0.0031 -0.0088 -0.0031 -0.0062 -0.0086
0.0049 0.0059 0.0042 0.0021 0.0016
-0.0009 -0.0016 -0.0008 -0.0015 -0.0021
0.0011 0.0013 0.0009 0.0005 0.0004
-0.0002 -0.0003 -0.0002 -0.0004 -0.0005
0.0002 0.0003 0.0002 0.0001 0.0001
0.0000 -0.0001 0.0000 -0.0001 -0.0001
0.0001 0.0001 0.0000 0.0000
3 43 4
0.0000 3.3261 -3.3261
3.3481 1.1948 -4.5429
4.5580 0.7615
0.0000 0.0000 -3.3252
0.0000 0.0000 -0.0001
-0.0001 -0.0002 0.0002
0.0001 0.0001 -0.0002
-0.0006 -0.0007 0.0008
0.0004 0.0006 -0.0011
-0.0027 -0.0032 0.0032
0.0021 0.0029 -0.0043
-0.0149 -0.0177 0.0150
0.0064 0.0101 -0.0194
-0.0502 -0.0594 0.1147
0.0132 0.0131 -0.1756
0.2533 0.3000 0.4666
0.0626 -0.9083
4.2884 0.5158 -2.8167
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-4.8342 4.8342
-1.0087 -2.0175 -1.9529
0.2080 0.2149 0.1074
0.1671 0.3342 0.3235
-0.0412 -0.0426 -0.0213
0.0411 0.0822 0.0795
-0.0123 -0.0127 -0.0063
0.0054 0.0108 0.0104
-0.0022 -0.0023 -0.0012
0.0011 0.0023 0.0022
-0.0005 -0.0005 -0.0002
0.0003 0.0006 0.0005
-0.0001 -0.0001 -0.0001
0.0001 0.0001 0.0001
0.0000 0.0000 0.0000
0.1517 -5.4712 3.3252 -1.5366
0.0758 -0.7683
0.0000 0.0001
-0.0001 0.0003
-0.0002 0.0011
-0.0011 0.0052
-0.0061 0.0398
-0.0206 0.1618
0.1040 -0.9765
78
1211
78
1211
1211 1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.8841
K5-6 622.4385 0.3349 0.9538
K5-9 506.2500 0.2723 -0.0689
Σ 1858.8568 1.0000 0.0200
0.0000
NUDO 6 I / L FD 0.0146
K6-2 730.1683 0.2950 -0.0018
K6-5 622.4385 0.2515 -0.0005
K6-7 616.3758 0.2490 -0.0001
K6-10 506.2500 0.2045 0.0006
Σ 2475.2326 1.0000 -0.0001
0.0003
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 0.0001
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.8020
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
1.2259
-0.0955
0.0000
-0.0025
-0.0002
-0.0001
-0.0001
1.1276
0.5638
0.0000
-0.0001
-0.0001
-0.0012
0.0000
-0.0478
0.6130
5
9
5
9
99
CROSS PARA COMBINACION 4 - PORTICO 5
2 3 43.42 4.12 4.12
6 7 85.81 5.42 4.40
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-2.65 Tn-m M5-6 -4.50 Tn-m
2.65 Tn-m M6-5 4.50 Tn-m
-3.26 Tn-m M6-7 -4.29 Tn-m
3.26 Tn-m M7-6 4.29 Tn-m
-4.53 Tn-m M7-8 -4.83 Tn-m
4.53 Tn-m M8-7 4.83 Tn-m
COMBINACION 4 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-2.6509 2.6509 0.3708 -3.2584
0.8131 0.4065
0.0318 0.0635 0.0745 0.0629
0.0171 0.0085 -0.1481 0.3110
-0.0271 -0.0542 -0.0636 -0.0537
0.0125 0.0062 -0.0117 -0.0121
0.0028 0.0055 0.0065 0.0055
-0.0005 -0.0002 0.0021 0.0042
-0.0010 -0.0019 -0.0023 -0.0019
0.0005 0.0003 0.0011 0.0014
-0.0004 -0.0009 -0.0010 -0.0009
0.0002 0.0001 0.0002 0.0003
-0.0001 -0.0002 -0.0002 -0.0002
0.0000 0.0000 0.0000 0.0001
0.0000 0.0000 0.0000 0.0000
-1.8021 0.0000 0.0000
1 21 2
3.0842 -0.1424 -2.9417
-0.3057 -4.4057
2.1207 0.0000
0.0000 0.0000
-0.0001 0.0000 0.0000
0.0001 0.0001 0.0001
-0.0002 -0.0001 -0.0001
0.0003 0.0004 0.0003
-0.0003 -0.0005 -0.0007
-0.0003 0.0023 0.0019
-0.0036 -0.0011 -0.0051
0.0073 0.0042 0.0036
0.0000 0.0033 -0.0175
0.0100 -0.0235 -0.0198
-0.1377 -0.0318 0.1701
0.4769 -0.2961 -0.2500
1.7682 0.0373 -4.2884
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-4.5014 4.5014
1.5073 0.7536
-0.1262 -0.2524 -0.2053
-0.1174 -0.0587
-0.0100 -0.0200 -0.0163
0.0000 0.0000
0.0018 0.0036 0.0029
-0.0031 -0.0015
0.0010 0.0020 0.0016
-0.0002 -0.0001
0.0002 0.0003 0.0003
-0.0002 -0.0001
0.0000 0.0001 0.0001
-0.0001 0.0000
0.0000 0.0000 0.0000
-3.2482 4.9281 -0.2167
-0.1084
0.0000
0.0000
0.0001
0.0008
0.0015
-0.0081
-0.1027
6
109
6
109
109 109
COMBINACION 4 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
3.2584 0.3906 -4.5260 4.5260 -1.4084
-0.6505 -1.3011 -1.8165
0.0314
0.6220 0.736877137 0.5278 0.2639 0.2226
-0.0268 0.2015 -0.1015 -0.2030 -0.2834
-0.0241 -0.0286 -0.0205 -0.0102 0.0456
0.0027 -0.0208 -0.0074 -0.0148 -0.0206
0.0084 0.0099 0.0071 0.0036 0.0043
-0.0010 -0.0061 -0.0016 -0.0033 -0.0046
0.0028 0.0034 0.0024 0.0012 0.0008
-0.0004 -0.0009 -0.0004 -0.0009 -0.0012
0.0006 0.0007 0.0005 0.0002 0.0002
-0.0001 -0.0002 -0.0001 -0.0002 -0.0003
0.0001 0.0001 0.0001 0.0001 0.0000
0.0000 0.0000 0.0000 0.0000 -0.0001
0.0000 0.0000 0.0000 0.0000
3 43 4
0.0000 3.2615 -3.2615
3.8741 0.8960 -4.7701
4.4494 0.7083
0.0000 0.0000 -3.3329
0.0000 0.0000 0.0000
-0.0001 -0.0001 0.0001
0.0000 0.0001 -0.0001
-0.0003 -0.0003 0.0004
0.0002 0.0003 -0.0006
-0.0015 -0.0018 0.0017
0.0010 0.0017 -0.0023
-0.0102 -0.0121 0.0085
0.0018 0.0050 -0.0103
-0.0351 -0.0416 0.0912
-0.0099 -0.0143 -0.1417
0.3402 0.4030 0.4451
-0.1250 -0.9083
4.2884 0.3684 -2.8167
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-4.8342 4.8342
-1.0087 -2.0175 -1.9529
0.2794 0.2886 0.1443
0.1594 0.3188 0.3086
-0.0288 -0.0298 -0.0149
0.0327 0.0654 0.0633
-0.0084 -0.0087 -0.0043
0.0031 0.0061 0.0059
-0.0012 -0.0013 -0.0006
0.0006 0.0012 0.0012
-0.0002 -0.0002 -0.0001
0.0002 0.0003 0.0003
-0.0001 -0.0001 0.0000
0.0000 0.0001 0.0001
0.0000 0.0000 0.0000
0.2407 -5.3984 3.3329 -1.5736
0.1203 -0.7868
0.0000 0.0000
-0.0001 0.0001
-0.0001 0.0006
-0.0006 0.0030
-0.0042 0.0316
-0.0144 0.1543
0.1397 -0.9765
78
1211
78
1211
1211 1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.6703
K5-6 622.4385 0.3349 1.3630
K5-9 506.2500 0.2723 -0.1437
Σ 1858.8568 1.0000 0.1218
-0.0060
NUDO 6 I / L FD 0.0264
K6-2 730.1683 0.2950 -0.0021
K6-5 622.4385 0.2515 -0.0066
K6-7 616.3758 0.2490 0.0007
K6-10 506.2500 0.2045 -0.0013
Σ 2475.2326 1.0000 0.0002
-0.0002
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 0.0000
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 2.0223
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.9295
-0.1993
-0.0084
-0.0029
0.0009
0.0002
0.0000
0.7200
0.3600
0.0000
0.0001
0.0005
-0.0015
-0.0042
-0.0997
0.4647
5
9
5
9
99
CROSS PARA COMBINACION 5 - PORTICO 5
2 3 44.12 4.12 3.42
6 7 84.40 5.42 5.81
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-3.20 Tn-m M5-6 -3.41 Tn-m
3.20 Tn-m M6-5 3.41 Tn-m
-3.26 Tn-m M6-7 -4.29 Tn-m
3.26 Tn-m M7-6 4.29 Tn-m
-3.76 Tn-m M7-8 -6.38 Tn-m
3.76 Tn-m M8-7 6.38 Tn-m
COMBINACION 5 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-3.1952 3.1952 0.3708 -3.2584
1.1619 0.5810
-0.0818 -0.1637 -0.1920 -0.1621
0.1038 0.0519 0.0590 0.1605
-0.0429 -0.0858 -0.1007 -0.0850
0.0225 0.0113 -0.0353 -0.0668
0.0144 0.0287 0.0337 0.0284
-0.0056 -0.0028 -0.0030 -0.0055
0.0018 0.0036 0.0042 0.0035
-0.0011 -0.0006 0.0000 -0.0005
0.0002 0.0004 0.0004 0.0004
-0.0002 -0.0001 -0.0002 -0.0002
0.0001 0.0001 0.0001 0.0001
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
-2.0223 0.0000 0.0000
1 21 2
3.6192 -0.2337 -3.3855
-0.0862 -3.8325
1.7900 0.0000
0.0000 0.0000
0.0001 0.0000 0.0000
-0.0001 -0.0001 -0.0001
0.0003 0.0001 0.0001
-0.0007 -0.0003 -0.0003
0.0013 0.0002 0.0004
-0.0033 0.0000 0.0000
-0.0042 0.0021 -0.0002
0.0132 -0.0060 -0.0051
-0.0121 0.0168 0.0086
0.0609 -0.0706 -0.0596
-0.2875 -0.0503 0.4123
0.6815 0.1180 0.0996
1.3406 -0.0960 -4.2884
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-3.4128 3.4128
1.1428 0.5714
0.0503 0.1006 0.0818
-0.2450 -0.1225
-0.0301 -0.0602 -0.0490
-0.0103 -0.0052
-0.0026 -0.0051 -0.0042
-0.0036 -0.0018
0.0000 0.0000 0.0000
0.0011 0.0006
-0.0001 -0.0003 -0.0002
0.0003 0.0001
0.0000 -0.0001 -0.0001
0.0000 0.0000
0.0000 0.0000 0.0000
-2.5101 3.8903 0.0284
0.0142
0.0000
0.0000
-0.0001
0.0000
-0.0021
-0.0245
0.0409
6
109
6
109
109 109
COMBINACION 5 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
3.2584 0.3906 -3.7550 3.7550 -1.8576
-0.3959 -0.7919 -1.1056
-0.0810
0.3210 0.3802634772 0.2724 0.1362 0.0591
-0.0425 0.4884 -0.0408 -0.0815 -0.1138
-0.1336 -0.1582 -0.1133 -0.0567 0.0144
0.0142 0.0102 0.0088 0.0176 0.0246
-0.0110 -0.0130 -0.0093 -0.0047 -0.0035
0.0018 -0.0002 0.0017 0.0034 0.0048
-0.0011 -0.0013 -0.0009 -0.0005 -0.0008
0.0002 0.0005 0.0003 0.0005 0.0007
-0.0003 -0.0004 -0.0003 -0.0001 -0.0001
0.0001 0.0001 0.0001 0.0001 0.0002
-0.0001 -0.0001 -0.0001 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
3 43 4
0.0000 2.9776 -2.9776
3.3260 0.7064 -4.0324
5.1483 1.1018
0.0000 0.0000 -4.1715
0.0000 0.0000 0.0000
0.0000 0.0001 -0.0001
0.0000 -0.0001 0.0001
0.0002 0.0003 -0.0003
-0.0001 -0.0002 0.0004
0.0008 0.0010 -0.0016
0.0000 -0.0006 0.0024
-0.0003 -0.0004 -0.0071
-0.0025 -0.0065 0.0123
0.0173 0.0205 0.0289
-0.0298 -0.0791 -0.0569
0.8246 0.9768 0.1183
0.0498 -0.5528
4.2884 0.1901 -3.7151
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-6.3761 6.3761
-1.3305 -2.6610 -2.5758
0.6773 0.6996 0.3498
0.0424 0.0847 0.0820
0.0142 0.0147 0.0073
0.0103 0.0207 0.0200
-0.0003 -0.0003 -0.0001
-0.0025 -0.0051 -0.0049
0.0007 0.0007 0.0004
-0.0006 -0.0011 -0.0011
0.0002 0.0002 0.0001
-0.0001 -0.0002 -0.0002
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.6921 -6.9422 4.1716 -2.4801
0.3461 -1.2400
0.0000 0.0000
0.0000 -0.0001
0.0001 -0.0006
0.0003 -0.0025
-0.0001 0.0100
0.0071 0.0410
0.3386 -1.2879
78
1211
78
1211
1211 1211
COMBINACION DE CARGAS
PORTICO PRINCIPAL 6 - 6
ESTADO 1: ESTADO PARA CARGA MUERTA ESTADO 1
2.41 T/m 2.41 T/m 2.41 T/m 0.38 T/m 0.38 T/m
2.41 T/m 2.41 T/m
2.79 T/m 2.79 T/m
2.60 m
2.63.02 T/m 3.02 T/m 3.02 T/m 0.76 T/m 0.76 T/m
3.02 T/m 3.02 T/m
3.75 m 3.78 T/m 3.77 T/m
3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 2: ESTADO PARA CARGA VIVA ESTADO 2
0.38 T/m 0.38 T/m
2.41 T/m 2.41 T/m
2.79 T/m
2.60 m
2.60.76 T/m 0.76 T/m 0.76 T/m
3.02 T/m 3.02 T/m
3.78 T/m
3.75 m 3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 3: ESTADO PARA CARGA VIVA ESTADO 3
0.38 T/m 0.38 T/m 0.38 T/m
2.41 T/m 2.41 T/m
2.79 T/m
2.60 m
2.6
0.76 T/m 0.76 T/m
3.02 T/m 3.02 T/m
3.77 T/m
3.75 m 3.75
A B C D3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 4: ESTADO PARA CARGA VIVA ESTADO 4
0.38 T/m 0.38 T/m 0.38 T/m
2.41 T/m 2.41 T/m
2.79 T/m
2.60 m
2.60 m
0.76 T/m 0.76 T/m 0.76 T/m 0.76 T/m
3.02 T/m 3.02 T/m
3.78 T/m 3.77 T/m
3.75 m 3.75 m
A B C D
3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
ESTADO 5: ESTADO PARA CARGA VIVA ESTADO 5
0.38 T/m 0.38 T/m 0.38 T/m 0.38 T/m
2.41 T/m 2.41 T/m
2.79 T/m 2.79 T/m
2.60 m
2.60 m
0.76 T/m 0.76 T/m 0.76 T/m
3.02 T/m 3.02 T/m
3.77 T/m
3.75 m 3.75 m
A B C D
3.05 m 3.08 m 3.63 m A B
3.05 m 3.08 m
0.38 T/m
2.41 T/m
2.79 T/m
0.76 T/m
3.02 T/m
3.77 T/m
C D
3.63 m
ESTADO 2
2.41 T/m
0.76 T/m
3.02 T/m
3.77 T/m
C D3.63 m
ESTADO 3
0.38 T/m
2.41 T/m
2.79 T/m
3.02 T/m
C D3.63 m
ESTADO 4
0.38 T/m
2.41 T/m
2.79 T/m
3.02 T/m
C D3.63 m
ESTADO 5
2.41 T/m
0.76 T/m
3.02 T/m
3.77 T/m
C D3.63 m
CROSS PARA COMBINACION 1 - PORTICO 6
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75 2.79
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
3.78
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398 3.05
Σ 1352.6068 1.0000
ESTADO 1 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2 -2.17 Tn-m
K2-1 622.44 0.3161 M2-1 2.17 Tn-m
K2-3 616.3758 0.3130 M2-3 -2.21 Tn-m
K2-6 730.1683 0.3708 M3-2 2.21 Tn-m
Σ 1968.9826 1.0000 M3-4 -3.07 Tn-m
M4-3 3.07 Tn-m
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398 0.4602
K5-1 730.1683 0.3928 0.5751 -2.1656
K5-6 622.4385 0.3349 0.8586 0.7319
K5-9 506.2500 0.2723 -0.0750 -0.0511
Σ 1858.8568 1.0000 0.0681 0.0580
-0.0033 -0.0297
NUDO 6 I / L FD 0.0178 0.0152
K6-2 730.1683 0.2950 -0.0017 0.0070
K6-5 622.4385 0.2515 -0.0029 -0.0025
K6-7 616.3758 0.2490 0.0002 0.0004
K6-10 506.2500 0.2045 -0.0003 -0.0003
Σ 2475.2326 1.0000 0.0000 -0.0001
0.0000 0.0000
NUDO 7 I / L FD 0.0000 0.0000
K7-3 730.1683 0.3073 0.0000 0.0000
K7-6 616.3758 0.2594 0.0000
K7-8 522.9855 0.2201 1.4366 -1.4366
1
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827 1.4613
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040 0.0000
Σ 1253.1538 1.0000 0.0000
0.0001
-0.0002
0.0004
-0.0014
-0.0033
0.0089
-0.0066
0.0340
-0.1501
0.4293
1.1503
0.2723 0.3928
0.3349
-2.9283
0.7975 0.9805
-0.0472
-0.1041 -0.1279
-0.0173
-0.0046 -0.0056
-0.0004
-0.0023 -0.0028
0.0004
0.0003 0.0004
0.0000
0.0000 0.0001
0.0000
0.0000 0.0000
0.0000
0.6869 -2.1482
0.3434
0.0000
0.0000
0.0001
-0.0012
-0.0023
-0.0520
0.3988
5
9
9
CROSS PARA COMBINACION 1 - PORTICO 6
2 3 42.79 2.79
6 7 83.77 3.77
10 11 12
3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M5-6 -2.93 Tn-m
M6-5 2.93 Tn-m
M6-7 -2.98 Tn-m
M7-6 2.98 Tn-m
M7-8 -4.14 Tn-m
M8-7 4.14 Tn-m
COMBINACION 1 - DEARROLLO DEL CROSS
0.3161 0.3130
2.1656 0.3708 -2.2084 2.2084
0.3659
-0.1021 -0.1198 -0.1012 -0.0506
0.0290 -0.0553 0.2139 0.4279
-0.0593 -0.0696 -0.0587 -0.0294
0.0076 -0.0202 -0.0316 -0.0632
0.0140 0.0164 0.0138 0.0069
-0.0012 -0.0005 -0.0008 -0.0016
0.0008 0.0009 0.0008 0.0004
-0.0001 0.0004 0.0003 0.0007
-0.0002 -0.0002 -0.0002 -0.0001
0.0000 0.0000 0.0001 0.0001
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
2
2.4199 -0.2479 -2.1719
2.4996
-0.2374 -2.8795
0.0000
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
-0.0001 -0.0001
0.0009 0.0008
0.0005 -0.0021
-0.0009 -0.0008
0.0082 -0.0022
-0.0405 -0.0342
-0.0348 0.2360
-0.1107 -0.0934
-0.0599 -2.9834
0.2950 0.2490
0.2515 0.2045
2.9283
0.4903
-0.0944 -0.0767
-0.0640
-0.0345 -0.0281
-0.0028
-0.0008 -0.0007
-0.0014
0.0008 0.0006
0.0002
0.0000 0.0000
0.0000
0.0000 0.0000
0.0000
0.0000 0.0000
3.2217 -0.1048
-0.0524
0.0000
0.0000
0.0000
0.0003
-0.0003
-0.0140
-0.0384
6
10
10
COMBINACION 1 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
0.3906 -3.0675 3.0675 -1.2075
-0.3881 -0.7763 -1.0838
0.5068855969 0.3631 0.1815 0.0995
0.2796 -0.0586 -0.1173 -0.1638
-0.0748 -0.0536 -0.0268 0.0244
-0.0026 0.0005 0.0010 0.0014
-0.0019 -0.0014 -0.0007 0.0003
-0.0025 0.0001 0.0002 0.0002
0.0008 0.0006 0.0003 0.0000
-0.0002 -0.0001 -0.0001 -0.0002
0.0001 0.0001 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
3 4
0.0000 2.3294 -2.3294
0.7055 -3.2050
3.3828 0.7643
0.0000 0.0000 -2.7895
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0001
0.0000 0.0001 -0.0001
-0.0003 -0.0003 0.0000
0.0004 0.0004 0.0001
-0.0042 -0.0050 0.0006
-0.0004 -0.0009 0.0007
-0.0044 -0.0052 0.0488
-0.0171 -0.0374 -0.0819
0.4720 0.5592 0.1991
-0.0467 -0.5419
2.9834 0.2534 -2.4150
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-4.1447 4.1447
-0.8649 -1.7297 -1.6744
0.3877 0.4005 0.2003
0.0713 0.1426 0.1380
-0.0036 -0.0037 -0.0018
0.0175 0.0349 0.0338
-0.0034 -0.0035 -0.0018
0.0002 0.0004 0.0004
-0.0002 -0.0002 -0.0001
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.3804 -4.5276 2.7895 -1.5021
0.1902 -0.7510
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
-0.0001 0.0002
-0.0017 0.0169
-0.0018 0.0690
0.1938 -0.8372
78
1211
1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.5751
K5-6 622.4385 0.3349 0.6999
K5-9 506.2500 0.2723 -0.0430
Σ 1858.8568 1.0000 0.0199
0.0056
NUDO 6 I / L FD -0.0050
K6-2 730.1683 0.2950 0.0014
K6-5 622.4385 0.2515 -0.0101
K6-7 616.3758 0.2490 0.0011
K6-10 506.2500 0.2045 -0.0020
Σ 2475.2326 1.0000 0.0002
-0.0003
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 -0.0001
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.2429
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.7975
-0.0596
0.0078
0.0019
0.0015
0.0003
0.0001
0.7495
0.3747
0.0000
0.0002
0.0008
0.0010
0.0039
-0.0298
0.3988
5
9
5
9
99
CROSS PARA COMBINACION 2 - PORTICO 6
2 3 42.41 2.79 2.41
6 7 83.78 3.02 3.77
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-1.87 Tn-m M5-6 -2.93 Tn-m
1.87 Tn-m M6-5 2.93 Tn-m
-2.21 Tn-m M6-7 -2.38 Tn-m
2.21 Tn-m M7-6 2.38 Tn-m
-2.65 Tn-m M7-8 -4.14 Tn-m
2.65 Tn-m M8-7 4.14 Tn-m
COMBINACION 2 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-1.8717 1.8717 0.3708 -2.2084
0.5967 0.2983
0.0061 0.0121 0.0142 0.0120
0.0170 0.0085 -0.1536 0.1217
0.0037 0.0074 0.0087 0.0073
-0.0043 -0.0021 -0.0452 -0.0619
0.0173 0.0345 0.0405 0.0342
-0.0086 -0.0043 -0.0053 -0.0064
0.0025 0.0051 0.0059 0.0050
-0.0017 -0.0008 -0.0007 -0.0009
0.0004 0.0008 0.0009 0.0008
-0.0003 -0.0001 -0.0003 -0.0002
0.0001 0.0002 0.0002 0.0002
0.0000 0.0000 -0.0001 -0.0001
0.0000 0.0000 0.0001 0.0000
-1.2428 0.0000 0.0000
1 21 2
2.2312 -0.1347 -2.0966
-0.3751 -2.3795
1.4322 0.0000
0.0000 0.0000
0.0001 0.0000 0.0000
-0.0002 -0.0001 -0.0001
0.0005 0.0001 0.0002
-0.0010 -0.0006 -0.0005
0.0022 0.0004 0.0006
-0.0050 -0.0014 -0.0012
0.0028 0.0030 0.0007
-0.0025 -0.0106 -0.0089
0.0112 0.0202 0.0108
0.0100 -0.0904 -0.0763
-0.0860 0.0043 0.3387
0.3500 -0.3073 -0.2594
1.1503 0.0071 -2.3841
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-2.9283 2.9283
0.9805 0.4903
-0.1310 -0.2619 -0.2130
-0.0733 -0.0367
-0.0385 -0.0770 -0.0627
0.0096 0.0048
-0.0045 -0.0090 -0.0073
0.0024 0.0012
-0.0006 -0.0012 -0.0010
0.0019 0.0009
-0.0002 -0.0005 -0.0004
0.0004 0.0002
-0.0001 -0.0001 -0.0001
0.0001 0.0000
0.0000 0.0000 0.0000
-2.1817 3.0392 -0.2846
-0.1423
0.0000
0.0000
-0.0002
-0.0005
-0.0037
-0.0313
-0.1065
6
109
6
109
109 109
COMBINACION 2 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
2.2084 0.3906 -2.6512 2.6512 -1.2075
-0.3013 -0.6025 -0.8412
0.0060
0.2434 0.2882771857 0.2065 0.1032 0.0388
0.0037 0.4012 -0.0296 -0.0593 -0.0828
-0.1237 -0.1466 -0.1050 -0.0525 0.0094
0.0171 0.0129 0.0090 0.0180 0.0251
-0.0128 -0.0152 -0.0109 -0.0054 -0.0038
0.0025 0.0008 0.0019 0.0039 0.0054
-0.0017 -0.0021 -0.0015 -0.0007 -0.0009
0.0004 0.0007 0.0003 0.0007 0.0010
-0.0005 -0.0005 -0.0004 -0.0002 -0.0002
0.0001 0.0002 0.0001 0.0002 0.0002
-0.0001 -0.0001 -0.0001 -0.0001 0.0000
0.0000 0.0000 0.0000 0.0000 0.0001
0.0000 0.0000 0.0000 0.0000
3 43 4
0.0000 2.0565 -2.0565
2.3426 0.5395 -2.8821
2.9129 0.8935
0.0000 0.0000 -2.7747
0.0000 0.0000 0.0000
0.0001 0.0001 -0.0001
-0.0001 -0.0001 0.0001
0.0003 0.0004 -0.0004
-0.0002 -0.0003 0.0005
0.0011 0.0013 -0.0019
-0.0006 -0.0010 0.0027
0.0014 0.0016 -0.0077
-0.0045 -0.0076 0.0126
0.0217 0.0257 0.0187
-0.0381 -0.0733 -0.0414
0.6774 0.8025 0.0776
-0.1297 -0.4206
2.3841 0.1441 -2.4150
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-4.1447 4.1447
-0.8649 -1.7297 -1.6744
0.5564 0.5748 0.2874
0.0278 0.0556 0.0538
0.0178 0.0184 0.0092
0.0067 0.0134 0.0130
0.0011 0.0012 0.0006
-0.0027 -0.0055 -0.0053
0.0009 0.0010 0.0005
-0.0007 -0.0013 -0.0013
0.0003 0.0003 0.0001
-0.0001 -0.0003 -0.0002
0.0001 0.0001 0.0000
0.0000 -0.0001 -0.0001
0.0000 0.0000 0.0000
0.5766 -4.3830 2.7747 -1.6145
0.2883 -0.8072
0.0000 0.0000
0.0001 -0.0001
0.0001 -0.0006
0.0005 -0.0027
0.0006 0.0065
0.0089 0.0269
0.2782 -0.8372
78
1211
78
1211
1211 1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.4597
K5-6 622.4385 0.3349 0.9209
K5-9 506.2500 0.2723 -0.0996
Σ 1858.8568 1.0000 0.1092
-0.0125
NUDO 6 I / L FD 0.0393
K6-2 730.1683 0.2950 -0.0047
K6-5 622.4385 0.2515 0.0055
K6-7 616.3758 0.2490 -0.0008
K6-10 506.2500 0.2045 0.0016
Σ 2475.2326 1.0000 -0.0002
0.0005
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 0.0001
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.4188
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.6374
-0.1381
-0.0173
-0.0065
-0.0011
-0.0003
-0.0001
0.4739
0.2370
0.0000
-0.0001
-0.0006
-0.0033
-0.0087
-0.0691
0.3187
5
9
5
9
99
CROSS PARA COMBINACION 3 - PORTICO 6
2 3 42.79 2.41 2.79
6 7 83.02 3.77 3.02
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-2.17 Tn-m M5-6 -2.34 Tn-m
2.17 Tn-m M6-5 2.34 Tn-m
-1.91 Tn-m M6-7 -2.98 Tn-m
1.91 Tn-m M7-6 2.98 Tn-m
-3.07 Tn-m M7-8 -3.31 Tn-m
3.07 Tn-m M8-7 3.31 Tn-m
COMBINACION 3 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-2.1656 2.1656 0.3708 -1.9087
0.7850 0.3925
-0.1026 -0.2053 -0.2408 -0.2033
0.0931 0.0465 0.0548 0.2801
-0.0603 -0.1206 -0.1414 -0.1194
0.0335 0.0168 0.0107 0.0072
-0.0055 -0.0109 -0.0128 -0.0108
0.0047 0.0023 0.0050 0.0057
-0.0021 -0.0041 -0.0048 -0.0041
0.0013 0.0007 0.0017 0.0016
-0.0006 -0.0013 -0.0015 -0.0012
0.0004 0.0002 0.0003 0.0004
-0.0001 -0.0003 -0.0003 -0.0003
0.0001 0.0000 0.0001 0.0001
0.0000 -0.0001 -0.0001 -0.0001
-1.4188 0.0000 0.0000
1 21 2
2.2821 -0.3292 -1.9528
-0.0557 -2.8006
1.2220 0.0000
0.0000 0.0000
-0.0001 0.0000 0.0000
0.0002 0.0002 0.0001
-0.0004 -0.0002 -0.0002
0.0008 0.0007 0.0006
-0.0016 -0.0007 -0.0009
0.0027 0.0034 0.0028
-0.0094 -0.0024 -0.0049
0.0196 0.0100 0.0085
-0.0250 -0.0064 -0.0169
0.0546 0.0214 0.0180
-0.1992 -0.0707 0.0833
0.4604 0.1096 0.0925
0.9194 -0.1204 -2.9834
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-2.3405 2.3405
0.7837 0.3919
0.0467 0.0934 0.0760
-0.1698 -0.0849
0.0091 0.0182 0.0148
-0.0213 -0.0107
0.0043 0.0086 0.0070
-0.0080 -0.0040
0.0014 0.0029 0.0023
-0.0014 -0.0007
0.0003 0.0006 0.0005
-0.0004 -0.0002
0.0001 0.0001 0.0001
-0.0001 0.0000
0.0000 0.0000 0.0000
-1.6959 2.7557 0.1007
0.0503
0.0000
0.0001
0.0002
0.0012
0.0035
0.0074
0.0380
6
109
6
109
109 109
COMBINACION 3 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
1.9087 0.3906 -3.0675 3.0675 -0.9649
-0.4387 -0.8775 -1.2251
-0.1016
0.5602 0.6636454372 0.4753 0.2377 0.1579
-0.0597 0.0986 -0.0825 -0.1651 -0.2305
0.0144 0.0170 0.0122 0.0061 0.0378
-0.0054 -0.0201 -0.0092 -0.0183 -0.0256
0.0114 0.0135 0.0097 0.0048 0.0049
-0.0020 -0.0058 -0.0020 -0.0041 -0.0057
0.0033 0.0039 0.0028 0.0014 0.0011
-0.0006 -0.0011 -0.0005 -0.0010 -0.0014
0.0007 0.0009 0.0006 0.0003 0.0003
-0.0001 -0.0002 -0.0001 -0.0002 -0.0003
0.0002 0.0002 0.0001 0.0001 0.0001
0.0000 -0.0001 0.0000 -0.0001 -0.0001
0.0000 0.0000 0.0000 0.0000
3 43 4
0.0000 2.2516 -2.2516
2.3293 0.7705 -3.0999
3.1652 0.4923
0.0000 0.0000 -2.2703
0.0000 0.0000 0.0000
-0.0001 -0.0001 0.0001
0.0001 0.0001 -0.0002
-0.0004 -0.0005 0.0005
0.0003 0.0004 -0.0007
-0.0018 -0.0021 0.0021
0.0014 0.0019 -0.0029
-0.0099 -0.0117 0.0099
0.0042 0.0068 -0.0128
-0.0339 -0.0401 0.0755
0.0090 0.0085 -0.1152
0.1665 0.1972 0.3158
0.0462 -0.6125
2.9834 0.3318 -1.9299
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-3.3122 3.3122
-0.6911 -1.3823 -1.3380
0.1368 0.1413 0.0706
0.1131 0.2262 0.2189
-0.0278 -0.0288 -0.0144
0.0270 0.0541 0.0524
-0.0081 -0.0084 -0.0042
0.0035 0.0071 0.0069
-0.0015 -0.0015 -0.0008
0.0008 0.0015 0.0015
-0.0003 -0.0003 -0.0002
0.0002 0.0004 0.0004
-0.0001 -0.0001 0.0000
0.0000 0.0001 0.0001
0.0000 0.0000 0.0000
0.0989 -3.7564 2.2703 -1.0580
0.0494 -0.5290
0.0000 0.0000
-0.0001 0.0002
-0.0002 0.0007
-0.0007 0.0034
-0.0041 0.0262
-0.0139 0.1095
0.0684 -0.6690
78
1211
78
1211
1211 1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.5751
K5-6 622.4385 0.3349 0.6999
K5-9 506.2500 0.2723 -0.0578
Σ 1858.8568 1.0000 0.0279
-0.0021
NUDO 6 I / L FD 0.0147
K6-2 730.1683 0.2950 -0.0018
K6-5 622.4385 0.2515 0.0007
K6-7 616.3758 0.2490 -0.0002
K6-10 506.2500 0.2045 0.0006
Σ 2475.2326 1.0000 -0.0001
0.0002
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 0.0000
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.2573
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.7975
-0.0802
-0.0029
-0.0025
-0.0003
-0.0001
0.0000
0.7115
0.3558
0.0000
-0.0001
-0.0002
-0.0012
-0.0014
-0.0401
0.3988
5
9
5
9
99
CROSS PARA COMBINACION 4 - PORTICO 6
2 3 42.41 2.79 2.79
6 7 83.78 3.77 3.02
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-1.87 Tn-m M5-6 -2.93 Tn-m
1.87 Tn-m M6-5 2.93 Tn-m
-2.21 Tn-m M6-7 -2.98 Tn-m
2.21 Tn-m M7-6 2.98 Tn-m
-3.07 Tn-m M7-8 -3.31 Tn-m
3.07 Tn-m M8-7 3.31 Tn-m
COMBINACION 4 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-1.8717 1.8717 0.3708 -2.2084
0.5967 0.2983
0.0061 0.0121 0.0142 0.0120
0.0238 0.0119 -0.0652 0.2130
-0.0252 -0.0505 -0.0592 -0.0500
0.0126 0.0063 -0.0041 -0.0053
0.0005 0.0010 0.0011 0.0010
0.0006 0.0003 0.0021 0.0034
-0.0009 -0.0018 -0.0021 -0.0018
0.0005 0.0003 0.0009 0.0011
-0.0004 -0.0007 -0.0008 -0.0007
0.0002 0.0001 0.0002 0.0002
-0.0001 -0.0002 -0.0002 -0.0002
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
-1.2573 0.0000 0.0000
1 21 2
2.1488 -0.1131 -2.0357
-0.1557 -3.0056
1.3983 0.0000
0.0000 0.0000
-0.0001 0.0000 0.0000
0.0001 0.0001 0.0001
-0.0002 -0.0001 -0.0001
0.0003 0.0003 0.0003
-0.0004 -0.0004 -0.0006
0.0004 0.0018 0.0016
-0.0036 -0.0011 -0.0037
0.0074 0.0041 0.0035
-0.0041 0.0006 -0.0129
0.0140 -0.0082 -0.0069
-0.1156 -0.0296 0.1067
0.3500 -0.1305 -0.1101
1.1503 0.0071 -2.9834
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-2.9283 2.9283
0.9805 0.4903
-0.0556 -0.1112 -0.0904
-0.0986 -0.0493
-0.0035 -0.0070 -0.0057
-0.0035 -0.0018
0.0018 0.0035 0.0029
-0.0031 -0.0015
0.0008 0.0016 0.0013
-0.0004 -0.0002
0.0001 0.0003 0.0002
-0.0002 -0.0001
0.0000 0.0001 0.0001
-0.0001 0.0000
0.0000 0.0000 0.0000
-2.1098 3.2530 -0.0917
-0.0458
0.0000
0.0000
0.0001
0.0006
0.0014
-0.0028
-0.0452
6
109
6
109
109 109
COMBINACION 4 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
2.2084 0.3906 -3.0675 3.0675 -0.9649
-0.4387 -0.8775 -1.2251
0.0060
0.4259 0.5045540163 0.3614 0.1807 0.1521
-0.0250 0.1264 -0.0694 -0.1389 -0.1939
-0.0105 -0.0125 -0.0089 -0.0045 0.0314
0.0005 -0.0152 -0.0056 -0.0112 -0.0157
0.0067 0.0080 0.0057 0.0029 0.0032
-0.0009 -0.0043 -0.0013 -0.0025 -0.0035
0.0021 0.0025 0.0018 0.0009 0.0007
-0.0004 -0.0007 -0.0003 -0.0007 -0.0009
0.0004 0.0005 0.0004 0.0002 0.0002
-0.0001 -0.0001 -0.0001 -0.0001 -0.0002
0.0001 0.0001 0.0001 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
3 43 4
0.0000 2.2168 -2.2168
2.6133 0.6092 -3.2226
3.1066 0.4636
0.0000 0.0000 -2.2745
0.0000 0.0000 0.0000
-0.0001 -0.0001 0.0001
0.0000 0.0001 -0.0001
-0.0002 -0.0003 0.0003
0.0001 0.0003 -0.0005
-0.0011 -0.0013 0.0013
0.0008 0.0013 -0.0018
-0.0073 -0.0087 0.0064
0.0017 0.0040 -0.0079
-0.0257 -0.0305 0.0629
-0.0035 -0.0062 -0.0969
0.2134 0.2528 0.3042
-0.0551 -0.6125
2.9834 0.2523 -1.9299
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-3.3122 3.3122
-0.6911 -1.3823 -1.3380
0.1753 0.1811 0.0905
0.1089 0.2179 0.2109
-0.0211 -0.0218 -0.0109
0.0225 0.0450 0.0436
-0.0060 -0.0062 -0.0031
0.0023 0.0046 0.0044
-0.0009 -0.0010 -0.0005
0.0005 0.0009 0.0009
-0.0002 -0.0002 -0.0001
0.0001 0.0002 0.0002
0.0000 0.0000 0.0000
0.0000 0.0001 0.0001
0.0000 0.0000 0.0000
0.1470 -3.7171 2.2745 -1.0780
0.0735 -0.5390
0.0000 0.0000
0.0000 0.0001
-0.0001 0.0005
-0.0005 0.0022
-0.0030 0.0218
-0.0106 0.1054
0.0876 -0.6690
78
1211
78
1211
1211 1211
ELEMENTOS b h INERCIAS 1VP 0.25 0.45 189843.75
VS 0.25 0.35 89322.92 2.6COLUMNA 0.25 0.25 32552.08 5
NUDO 1 I / L FD 3.75K1-2 622.44 0.4602 9K1-5 730.1683 0.5398
Σ 1352.6068 1.0000
ESTADO 2 MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2
K2-1 622.44 0.3161 M2-1
K2-3 616.3758 0.3130 M2-3
K2-6 730.1683 0.3708 M3-2
Σ 1968.9826 1.0000 M3-4
M4-3
NUDO 3 I / L FD
K3-2 616.3758 0.3297
K3-4 522.9855 0.2797
K3-7 730.1683 0.3906
Σ 1869.5296 1.0000
NUDO 4 I / L FD
K4-3 522.9855 0.4173
K4-8 730.1683 0.5827
Σ 1253.1538 1.0000
NUDO 5 I / L FD 0.5398
K5-1 730.1683 0.3928 0.4597
K5-6 622.4385 0.3349 0.9209
K5-9 506.2500 0.2723 -0.0982
Σ 1858.8568 1.0000 0.0829
-0.0053
NUDO 6 I / L FD 0.0211
K6-2 730.1683 0.2950 -0.0020
K6-5 622.4385 0.2515 -0.0026
K6-7 616.3758 0.2490 0.0002
K6-10 506.2500 0.2045 -0.0004
Σ 2475.2326 1.0000 0.0000
0.0000
NUDO 7 I / L FD 0.0000
K7-3 730.1683 0.3073 0.0000
K7-6 616.3758 0.2594
K7-8 522.9855 0.2201 1.3762
11
K7-11 506.2500 0.2131
Σ 2375.7796 1.0000
NUDO 8 I / L FD
K8-4 730.1683 0.5827
K8-7 522.9855 0.4173
K8-12 506.2500 0.4040
Σ 1253.1538 1.0000
0.2723
0.6374
-0.1362
-0.0074
-0.0027
0.0003
0.0001
0.0000
0.4915
0.2457
0.0000
0.0000
0.0001
-0.0014
-0.0037
-0.0681
0.3187
5
9
5
9
99
CROSS PARA COMBINACION 5 - PORTICO 6
2 3 42.79 2.79 2.41
6 7 83.02 3.77 3.77
10 11 12
3.05 3.08 3.63
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-2.17 Tn-m M5-6 -2.34 Tn-m
2.17 Tn-m M6-5 2.34 Tn-m
-2.21 Tn-m M6-7 -2.98 Tn-m
2.21 Tn-m M7-6 2.98 Tn-m
-2.65 Tn-m M7-8 -4.14 Tn-m
2.65 Tn-m M8-7 4.14 Tn-m
COMBINACION 5 - DEARROLLO DEL CROSS
0.4602 0.3161 0.3130
-2.1656 2.1656 0.3708 -2.2084
0.7850 0.3925
-0.0553 -0.1105 -0.1297 -0.1095
0.0706 0.0353 0.0466 0.1317
-0.0338 -0.0675 -0.0792 -0.0669
0.0180 0.0090 -0.0168 -0.0348
0.0067 0.0135 0.0158 0.0134
-0.0022 -0.0011 -0.0007 -0.0019
0.0006 0.0012 0.0014 0.0011
-0.0004 -0.0002 0.0003 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
-1.3762 0.0000 0.0000
1 21 2
2.4377 -0.1624 -2.2753
-0.0372 -2.6961
1.2198 0.0000
0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0001 0.0000 0.0000
-0.0002 -0.0001 -0.0001
0.0004 0.0000 0.0001
-0.0013 0.0006 0.0005
-0.0039 0.0007 -0.0010
0.0105 -0.0014 -0.0012
-0.0106 0.0079 0.0013
0.0414 -0.0337 -0.0284
-0.1965 -0.0396 0.2375
0.4604 0.0932 0.0787
0.9194 -0.0648 -2.9834
0.3928 0.2950 0.2490
0.3349 0.2515 0.2045
-2.3405 2.3405
0.7837 0.3919
0.0397 0.0794 0.0646
-0.1675 -0.0837
-0.0144 -0.0287 -0.0233
-0.0091 -0.0045
-0.0006 -0.0012 -0.0009
-0.0033 -0.0017
0.0002 0.0005 0.0004
0.0003 0.0002
0.0000 -0.0001 0.0000
0.0001 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000
0.0000 0.0000 0.0000
-1.7113 2.6927 0.0407
0.0203
0.0000
0.0000
0.0000
0.0002
-0.0005
-0.0117
0.0323
6
109
6
109
109 109
COMBINACION 5 - DEARROLLO DEL CROSS
0.3297 0.2797 0.4173 0.5827
2.2084 0.3906 -2.6512 2.6512 -1.2075
-0.3013 -0.6025 -0.8412
-0.0547
0.2634 0.3119999094 0.2235 0.1117 0.0638
-0.0334 0.2813 -0.0366 -0.0733 -0.1023
-0.0697 -0.0825 -0.0591 -0.0296 0.0146
0.0067 0.0015 0.0031 0.0062 0.0087
-0.0037 -0.0044 -0.0032 -0.0016 -0.0010
0.0006 -0.0012 0.0005 0.0011 0.0015
0.0000 0.0000 0.0000 0.0000 -0.0002
0.0000 0.0001 0.0000 0.0001 0.0001
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
3 43 4
0.0000 2.0635 -2.0635
2.3174 0.5068 -2.8242
3.4839 0.6761
0.0000 0.0000 -2.7273
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0001 0.0001 -0.0001
0.0000 0.0000 0.0001
0.0001 0.0001 -0.0005
0.0002 0.0000 0.0008
-0.0020 -0.0024 -0.0020
-0.0006 -0.0022 0.0044
0.0025 0.0030 0.0292
-0.0142 -0.0413 -0.0511
0.4750 0.5627 0.1277
0.0393 -0.4206
2.9834 0.1560 -2.4150
0.2594 0.3073 0.5827 0.4040
0.2131 0.2201 0.4173
-4.1447 4.1447
-0.8649 -1.7297 -1.6744
0.3901 0.4030 0.2015
0.0457 0.0914 0.0885
0.0021 0.0021 0.0011
0.0104 0.0209 0.0202
-0.0016 -0.0017 -0.0008
-0.0007 -0.0015 -0.0014
0.0001 0.0001 0.0001
-0.0002 -0.0003 -0.0003
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.3907 -4.5507 2.7273 -1.5674
0.1954 -0.7837
0.0000 0.0000
0.0000 0.0000
0.0000 -0.0002
0.0001 -0.0007
-0.0008 0.0101
0.0010 0.0443
0.1951 -0.8372
78
1211
78
1211
1211 1211
PORTICO 1-1
COMBINACION 1
P TRAMO L Wu M° NEG. M° POS.
1°A-C 6.13 m 2.99 T/m 5.0910 9.3342 6.8169
C-D 3.63 m 2.60 T/m 6.8895 0.1839 0.7498
2°A-C 6.13 m 2.63 T/m 3.5361 8.8040 6.1923
C-D 3.63 m 2.63 T/m 7.2595 0.1977 0.6064
COMBINACION 2
P TRAMO L Wu M° NEG. M° POS.
1°A-C 6.13 m 2.99 T/m 5.0366 9.1061 6.9581
C-D 3.63 m 1.91 T/m 6.5540 -0.0779 -0.0996
2°A-C 6.13 m 2.28 T/m 3.1646 7.8189 5.2336
C-D 3.63 m 2.63 T/m 6.4569 0.2285 0.9923
COMBINACION 3
P TRAMO L Wu M° NEG. M° POS.
1°A-C 6.13 m 2.29 T/m 4.1754 7.2214 5.0572
C-D 3.63 m 2.25 T/m 5.2345 0.2211 0.9846
2°A-C 6.13 m 2.98 T/m 3.7316 9.6604 7.3033
C-D 3.63 m 2.28 T/m 7.9374 -0.0001 -0.2076
ENVOLVENTEPORTICO 1-1
P TRAMO L W M° NEG. M° POS.
1°A-C 6.13 m - 5.0910 9.3342 6.9581
C-D 3.63 m - 6.8895 0.2211 0.9846
2°A-C 6.13 m - 3.7316 9.6604 7.3033
C-D 3.63 m - 7.9374 0.2285 0.9923
PORTICO 2-2
COMBINACION 1
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 5.59 T/m 3.1868 4.7167 2.5519
B-C 3.08 m 5.25 T/m 4.0924 4.6395 1.8545
C-D 3.63 m 5.16 T/m 6.1931 3.8314 3.4913
2°
A-B 3.05 m 3.94 T/m 2.0460 3.4183 1.8518
B-C 3.08 m 3.94 T/m 3.0438 3.5440 1.3807
C-D 3.63 m 3.94 T/m 4.5295 3.2632 2.5968
COMBINACION 2
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 5.59 T/m 3.2459 4.3951 2.6832
B-C 3.08 m 3.91 T/m 3.2112 3.8113 1.1247
C-D 3.63 m 5.16 T/m 5.9383 3.8053 3.6318
2°
A-B 3.05 m 3.27 T/m 1.7044 3.0859 1.4119
B-C 3.08 m 3.94 T/m 2.9111 3.2674 1.5853
C-D 3.63 m 3.27 T/m 3.9605 2.7824 2.0213
COMBINACION 3
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 4.26 T/m 2.3897 3.8954 1.8073
B-C 3.08 m 5.25 T/m 3.9534 4.2560 2.1157
C-D 3.63 m 3.83 T/m 4.8341 2.9163 2.4275
2°
A-B 3.05 m 3.94 T/m 2.0146 3.1755 1.9889
B-C 3.08 m 3.27 T/m 2.6577 3.2439 0.9315
C-D 3.63 m 3.94 T/m 4.3442 3.1263 2.7579
COMBINACION 4
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 5.59 T/m 3.1192 4.7719 2.5581
B-C 3.08 m 5.25 T/m 4.3146 4.1527 1.9868
C-D 3.63 m 3.83 T/m 4.7648 2.9237 2.4584
2°
A-B 3.05 m 3.27 T/m 1.7300 2.9407 1.4718
B-C 3.08 m 3.94 T/m 2.8037 3.7445 3.7445
C-D 3.63 m 3.94 T/m 4.5605 3.0648 2.6805
COMBINACION 5
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 4.26 T/m 2.4168 3.7844 1.8493
B-C 3.08 m 5.25 T/m 3.7692 4.8177 1.9270
C-D 3.63 m 5.16 T/m 6.2338 3.7218 3.5258
2°
A-B 3.05 m 3.94 T/m 1.9395 3.4497 1.8893
B-C 3.08 m 3.94 T/m 3.2260 3.2230 1.4501
C-D 3.63 m 3.27 T/m 3.8584 2.7947 2.0662
ENVOLVENTEPORTICO 2-2
P TRAMO L W M° NEG. M° POS.
1°
A-B 3.05 m - 3.2459 4.7719 2.6832
B-C 3.08 m - 4.3146 4.8177 2.1157
C-D 3.63 m - 6.2338 3.8314 3.6318
2°
A-B 3.05 m - 2.0460 3.4497 1.9889
B-C 3.08 m - 3.2260 3.7445 3.7445
C-D 3.63 m - 4.5605 3.2632 2.7579
PORTICO 3-3
COMBINACION 1
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 4.55 T/m 2.5914 3.8039 2.0890
B-C 3.08 m 4.20 T/m 3.2346 3.8598 1.4321
C-D 3.63 m -5.40 T/m 5.3985 3.3352 -13.2587
2°
A-B 3.05 m 3.06 T/m 1.6010 2.6654 1.4275
B-C 3.08 m 3.06 T/m 2.3709 2.7081 1.0916
C-D 3.63 m 3.06 T/m 3.5157 2.6105 1.9805
COMBINACION 2
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 4.55 T/m 2.6357 3.5625 2.1875
B-C 3.08 m 3.20 T/m 2.5732 3.2381 0.8843
C-D 3.63 m 4.55 T/m 5.2072 3.3156 3.2270
2°
A-B 3.05 m 2.56 T/m 1.3446 2.4158 1.0973
B-C 3.08 m 3.06 T/m 2.2713 2.5004 1.2452
C-D 3.63 m 2.56 T/m 3.0886 2.2495 1.5486
COMBINACION 3
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 3.54 T/m 1.9930 3.1875 1.5300
B-C 3.08 m 4.20 T/m 3.1303 3.5719 1.6282
C-D 3.63 m 3.54 T/m 4.3784 2.6483 2.3230
2°
A-B 3.05 m 3.06 T/m 1.5774 2.4831 1.5304
B-C 3.08 m 2.56 T/m 2.0810 2.4828 0.7544
C-D 3.63 m 3.06 T/m 3.3766 2.5077 2.1015
COMBINACION 4
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 4.55 T/m 2.5406 3.8454 2.0936
B-C 3.08 m 4.20 T/m 3.4014 3.4944 1.5314
C-D 3.63 m 3.54 T/m 4.3264 2.6539 2.3463
2°
A-B 3.05 m 2.56 T/m 1.3638 2.3068 1.1422
B-C 3.08 m 3.06 T/m 2.1906 2.8586 0.0000
C-D 3.63 m 3.06 T/m 3.5389 2.4615 2.0434
COMBINACION 5
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 3.54 T/m 2.0133 3.1041 1.5616
B-C 3.08 m 4.20 T/m 2.9920 3.9935 1.4866
C-D 3.63 m 4.55 T/m 5.4291 3.2529 3.1474
2°
A-B 3.05 m 3.06 T/m 1.5211 2.6889 1.4556
B-C 3.08 m 3.06 T/m 2.5076 2.4671 1.1437
C-D 3.63 m 2.56 T/m 3.0120 2.2587 1.5822
ENVOLVENTEPORTICO 3-3
P TRAMO L W M° NEG. M° POS.
1°
A-B 3.05 m - 2.6357 3.8454 2.1875
B-C 3.08 m - 3.4014 3.9935 1.6282
C-D 3.63 m - 5.4291 3.3352 3.2270
2°
A-B 3.05 m - 1.6010 2.6889 1.5304
B-C 3.08 m - 2.5076 2.8586 1.2452
C-D 3.63 m - 3.5389 2.6105 2.1015
PORTICO 4-4
COMBINACION 1
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 4.04 T/m 2.2946 3.4745 1.8147
B-C 3.08 m 4.19 T/m 3.1681 3.7441 1.5074
C-D 3.63 m 4.13 T/m 4.9617 3.0490 2.7903
2°
A-B 3.05 m 3.08 T/m 1.5757 2.6643 1.4616
B-C 3.08 m 3.08 T/m 2.4012 2.7585 1.0725
C-D 3.63 m 3.08 T/m 3.5311 2.5635 2.0259
COMBINACION 2
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 4.04 T/m 2.3392 3.2315 1.9139
B-C 3.08 m 3.18 T/m 2.5022 3.1182 0.9558
C-D 3.63 m 4.13 T/m 4.7692 3.0293 2.8964
2°
A-B 3.05 m 2.58 T/m 1.3176 2.4130 1.1291
B-C 3.08 m 3.08 T/m 2.3009 2.5495 1.2271
C-D 3.63 m 2.58 T/m 3.1011 2.2001 1.5910
COMBINACION 3
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 3.03 T/m 1.6922 2.8539 1.2520
B-C 3.08 m 4.19 T/m 3.0631 3.4542 1.7048
C-D 3.63 m 3.12 T/m 3.9347 2.3574 1.9863
2°
A-B 3.05 m 3.08 T/m 1.5520 2.4807 1.5652
B-C 3.08 m 2.58 T/m 2.1094 2.5318 0.7330
C-D 3.63 m 3.08 T/m 3.3911 2.4600 2.1477
COMBINACION 4
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 4.04 T/m 2.2434 3.5162 1.8194
B-C 3.08 m 4.19 T/m 3.3361 3.3761 1.6073
C-D 3.63 m 3.12 T/m 3.8824 2.3630 2.0097
2°
A-B 3.05 m 2.58 T/m 1.3369 2.3033 1.1743
B-C 3.08 m 3.08 T/m 2.2198 2.9101 0.0000
C-D 3.63 m 3.08 T/m 3.5545 2.4135 2.0892
COMBINACION 5
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 3.03 T/m 1.7126 2.7699 1.2837
B-C 3.08 m 4.19 T/m 2.9239 3.8787 1.5622
C-D 3.63 m 4.13 T/m 4.9926 2.9661 2.8163
2°
A-B 3.05 m 3.08 T/m 1.4953 2.6880 1.4899
B-C 3.08 m 3.08 T/m 2.5389 2.5160 1.1249
C-D 3.63 m 2.58 T/m 3.0240 2.2094 1.6249
ENVOLVENTEPORTICO 4-4
P TRAMO L W M° NEG. M° POS.
1°
A-B 3.05 m - 2.3392 3.5162 1.9139
B-C 3.08 m - 3.3361 3.8787 1.7048
C-D 3.63 m - 4.9926 3.0490 2.8964
2°
A-B 3.05 m - 1.5757 2.6880 1.5652
B-C 3.08 m - 2.5389 2.9101 1.2271
C-D 3.63 m - 3.5545 2.5635 2.1477
PORTICO 5-5
COMBINACION 1
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 5.81 T/m 3.3193 4.8701 2.6573
B-C 3.08 m 5.42 T/m 4.1721 4.9611 1.8659
C-D 3.63 m 5.81 T/m 6.8993 4.2868 3.9711
2°
A-B 3.05 m 4.12 T/m 2.1341 3.5862 1.9327
B-C 3.08 m 4.12 T/m 3.1941 3.6634 1.4588
C-D 3.63 m 4.12 T/m 4.7376 3.4700 2.6852
COMBINACION 2
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 5.81 T/m 3.3814 4.5321 2.7953
B-C 3.08 m 4.02 T/m 3.2462 4.0907 1.0990
C-D 3.63 m 5.81 T/m 6.6315 4.2594 4.1187
2°
A-B 3.05 m 3.42 T/m 1.7752 3.2369 1.4704
B-C 3.08 m 4.12 T/m 3.0546 3.3727 1.6739
C-D 3.63 m 3.42 T/m 4.1396 2.9647 2.0804
COMBINACION 3
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 4.40 T/m 2.4817 4.0070 1.8749
B-C 3.08 m 5.42 T/m 4.0261 4.5580 2.1405
C-D 3.63 m 4.40 T/m 5.4712 3.3252 2.8531
2°
A-B 3.05 m 4.12 T/m 2.1011 3.3310 2.0768
B-C 3.08 m 3.42 T/m 2.7883 3.3481 0.9869
C-D 3.63 m 4.12 T/m 4.5429 3.3261 2.8545
COMBINACION 4
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 5.81 T/m 3.2482 4.9281 2.6639
B-C 3.08 m 5.42 T/m 4.4057 4.4494 2.0050
C-D 3.63 m 4.40 T/m 5.3984 3.3329 2.8857
2°
A-B 3.05 m 3.42 T/m 1.8021 3.0842 1.5333
B-C 3.08 m 4.12 T/m 2.9417 3.8741 0.0000
C-D 3.63 m 4.12 T/m 4.7701 3.2615 2.7732
COMBINACION 5
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 4.40 T/m 2.5101 3.8903 1.9190
B-C 3.08 m 5.42 T/m 3.8325 5.1483 1.9422
C-D 3.63 m 5.81 T/m 6.9422 4.1716 4.0073
2°
A-B 3.05 m 4.12 T/m 2.0223 3.6192 1.9721
B-C 3.08 m 4.12 T/m 3.3855 3.3260 1.5318
C-D 3.63 m 3.42 T/m 4.0324 2.9776 2.1275
ENVOLVENTEPORTICO 5-5
P TRAMO L W M° NEG. M° POS.
1°
A-B 3.05 m - 3.3814 4.9281 2.7953
B-C 3.08 m - 4.4057 5.1483 2.1405
C-D 3.63 m - 6.9422 4.2868 4.1187
2°
A-B 3.05 m - 2.1341 3.6192 2.0768
B-C 3.08 m - 3.3855 3.8741 1.6739
C-D 3.63 m - 4.7701 3.4700 2.8545
PORTICO 6-6
COMBINACION 1
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 3.78 T/m 2.1482 3.2217 1.7075
B-C 3.08 m 3.77 T/m 2.8795 3.3828 1.3440
C-D 3.63 m 3.77 T/m 4.5276 2.7895 2.5585
2°
A-B 3.05 m 2.79 T/m 1.4366 2.4199 1.3201
B-C 3.08 m 2.79 T/m 2.1719 2.4996 0.9768
C-D 3.63 m 2.79 T/m 3.2050 2.3294 1.8341
COMBINACION 2
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 3.78 T/m 2.1817 3.0392 1.7820
B-C 3.08 m 3.02 T/m 2.3795 2.9129 0.9299
C-D 3.63 m 3.77 T/m 4.3830 2.7747 2.6382
2°
A-B 3.05 m 2.41 T/m 1.2428 2.2312 1.0705
B-C 3.08 m 2.79 T/m 2.0966 2.3426 1.0930
C-D 3.63 m 2.41 T/m 2.8821 2.0565 1.5075
COMBINACION 3
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 3.02 T/m 1.6959 2.7557 1.2850
B-C 3.08 m 3.77 T/m 2.8006 3.1652 1.4922
C-D 3.63 m 3.02 T/m 3.7564 2.2703 1.9549
2°
A-B 3.05 m 2.79 T/m 1.4188 2.2821 1.3979
B-C 3.08 m 2.41 T/m 1.9528 2.3293 0.7220
C-D 3.63 m 2.79 T/m 3.0999 2.2516 1.9255
COMBINACION 4
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 3.78 T/m 2.1098 3.2530 1.7110
B-C 3.08 m 3.77 T/m 3.0056 3.1066 1.4191
C-D 3.63 m 3.02 T/m 3.7171 2.2745 1.9724
2°
A-B 3.05 m 2.41 T/m 1.2573 2.1488 1.1045
B-C 3.08 m 2.79 T/m 2.0357 2.6133 0.0000
C-D 3.63 m 2.79 T/m 3.2226 2.2168 1.8816
COMBINACION 5
P TRAMO L Wu M° NEG. M° POS.
1°
A-B 3.05 m 3.02 T/m 1.7113 2.6927 1.3088
B-C 3.08 m 3.77 T/m 2.6961 3.4839 1.3852
C-D 3.63 m 3.77 T/m 4.5507 2.7273 2.5781
2°
A-B 3.05 m 2.79 T/m 1.3762 2.4377 1.3414
B-C 3.08 m 2.79 T/m 2.2753 2.3174 1.0162
C-D 3.63 m 2.41 T/m 2.8242 2.0635 1.5330
ENVOLVENTEPORTICO 6 - 6
P TRAMO L W M° NEG. M° POS.
1°
A-B 3.05 m - 2.1817 3.2530 1.7820
B-C 3.08 m - 3.0056 3.4839 1.4922
C-D 3.63 m - 4.5507 2.7895 2.6382
2°
A-B 3.05 m - 1.4366 2.4377 1.3979
B-C 3.08 m - 2.2753 2.6133 1.0930
C-D 3.63 m - 3.2226 2.3294 1.9255
CROSS- PORTICO A - A
ELEMENTOS b h INERCIAS 1VS 0.25 0.35 89322.92 0.29
COLUMNA 0.25 0.25 32552.08 2.8
71.28
NUDO 1 I / L FD 3.33K1-2 194.18 0.6255 13K1-7 116.2574 0.3745 4.6
Σ 310.4377 1.0000
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2 -0.52 Tn-m
K2-1 194.18 0.3498 M2-1 0.52 Tn-m
K2-3 244.7203 0.4408 M2-3 -0.33 Tn-m
K2-8 116.2574 0.2094 M3-2 0.33 Tn-m
Σ 555.1580 1.0000 M3-4 -0.17 Tn-m
M4-3 0.17 Tn-m
NUDO 3 I / L FD M4-5 -0.35 Tn-m
K3-2 244.7203 0.3506 M5-4 0.35 Tn-m
K3-4 337.0676 0.4829 M5-6 -0.60 Tn-m
K3-9 116.2574 0.1665 M6-5 0.60 Tn-m
Σ 698.0454 1.0000
NUDO 4 I / L FD
K4-3 337.0676 0.4896
K4-5 235.0603 0.3415
K4-10 116.2574 0.1689
Σ 688.3854 1.0000 0.3745
0.3206
NUDO 5 I / L FD 0.0741
K5-4 235.0603 0.4420 0.0232
K5-6 180.4503 0.3393 0.0080
K5-11 116.2574 0.2186 0.3206
Σ 531.7681 1.0000 -0.1286
0.0198
NUDO 6 I / L FD -0.0137
K6-5 180.45 0.6082 0.0020
K6-12 116.2574 0.3918 -0.0043
Σ 296.7078 1.0000 0.0004
-0.0009
NUDO 7 I / L FD 0.0001
K7-1 116.2574 0.2848 -0.0002
K7-8 194.1803 0.4757
K7-13 97.7540 0.2395 0.6211
Σ 408.1917 1.0000
1
NUDO 8 I / L FD
K8-7 194.1803 0.2974
K8-2 116.2574 0.1781
K8-9 244.7203 0.3748
K8-14 97.7540 0.1497
Σ 652.9120 1.0000
NUDO 9 I / L FD
K9-8 244.7203 0.3075
K9-3 116.2574 0.1461
K9-10 337.0676 0.4236
K9-15 97.7540 0.1228
Σ 795.7994 1.0000
NUDO 10 I / L FD
K10-9 337.0676 0.4288
K10-4 116.2574 0.1479
K10-11 235.0603 0.2990
K10-16 97.7540 0.1243
Σ 786.1394 1.0000 0.2395
NUDO 11 I / L FD
K11-10 235.0603 0.3734 0.5392
K11-5 116.2574 0.1847
K11-12 180.4503 0.2866 0.0390
K11-17 97.7540 0.1553
Σ 629.5221 1.0000 0.5392
NUDO 12 I / L FD 0.0332
K12-11 180.4503 0.4575
K12-6 116.2574 0.2947 0.0034
K12-18 97.7540 0.2478
Σ 394.4618 1.0000 0.0007
0.0001
1.1549
0.5774
0.0001
0.0004
0.0017
0.0166
0.2696
7
0.0195
0.2696
13
CROSS- PORTICO A - A
2 3 4 50.29 0.29 0.29 0.29
8 9 10 111.28 0.29 1.28 1.28
14 15 16 17
3.65 2.65 3.8 4.95
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M7-8 -2.25 Tn-m
M8-7 2.25 Tn-m
M8-9 -1.42 Tn-m
M9-8 1.42 Tn-m
M9-10 -0.17 Tn-m
M10-9 0.17 Tn-m
M10-11 -1.54 Tn-m
M11-10 1.54 Tn-m
M11-12 -2.61 Tn-m
M12-11 2.61 Tn-m
DESARROLLO DEL CROSS - PORTICO A - A
0.6255 0.3498 0.4408 0.3506
-0.5184 0.5184 0.2094 -0.3264 0.3264
0.1237 0.0619
-0.0444 -0.0888 -0.0532 -0.11191455 -0.0560
0.0133 0.0066 -0.1196 -0.01724723 -0.0345
0.0228 0.0455 0.0273 0.0574 0.0287
-0.2148 -0.1074 0.0088 0.00173442 0.0035
0.0169 0.0339 0.0203 0.0427 0.0213
-0.0230 -0.0115 -0.0446 0.00246821 0.0049
0.0094 0.0188 0.0112 0.0236 0.0118
-0.0071 -0.0036 -0.0044 -0.0024506 -0.0049
0.0018 0.0037 0.0022 0.0046 0.0023
-0.0014 -0.0007 -0.0006 -0.0007 -0.0014
0.0003 0.0007 0.0004 0.0009 0.0004
-0.0003 -0.0001 -0.0001 -0.00016148 -0.0003
0.0001 0.0001 0.0001 0.0002 0.0001
-0.6211 0.0000 0.0000 -0.0001
0.4775 -0.1522 -0.3253
1 2 3
0.3023
-0.3169 -2.2755 0.7152
1.3407 0.0000 0.0000
-0.0001 0.0000 -0.0001 0.00000.0002 0.0000 0.0001 0.0001
-0.0004 -0.0002 -0.0005 -0.0002
0.0009 0.0002 0.0003 0.0007
-0.0021 -0.0012 -0.0024 -0.0012
0.0041 0.0011 0.0020 0.0039
-0.0069 -0.0089 -0.0187 -0.0094
0.0395 0.0056 0.0113 0.0226
-0.0643 -0.0893 -0.1879 -0.0939
0.6412 0.0101 -0.0444 -0.0888
0.0040 0.0177 0.0372 0.0186
0.0463 0.0136 -0.1515 -0.3031
0.0370 -0.2391 -0.5033 -0.2517
0.6412 -0.0266 -1.4175 1.4175
0.2848 0.1781 0.3748 0.3075
0.4757 0.2974 0.1497 0.1228
-2.2514 2.2514
1.0710 0.5355 -0.1211
-0.1997 -0.3994 -0.2010
0.0774 0.0387 -0.0355
0.0148 0.0295 0.0149
1.0710 0.5355 0.0090
-0.0745 -0.1491 -0.0750
0.0660 0.0330 0.0016
-0.0074 -0.0149 -0.0075
0.0068 0.0034 0.0003
-0.0010 -0.0019 -0.0010
0.0015 0.0007 0.0001
-0.0002 -0.0004 -0.0002
0.0003 0.0001 0.0000
0.0000 -0.0001 0.0000
-0.2255 2.8623 -0.2699 -0.1456
-0.1354 -0.0728
0.0000 0.0000
-0.0001 0.0000
-0.0010 0.0001
-0.0037 0.0008
-0.0375 0.0045
8
0.0074 -0.017740181
-0.1005 -0.0605
13 14 15
6
12
18
DESARROLLO DEL CROSS - PORTICO A - A
0.4829 0.4896 0.3415 0.4420
0.1665 -0.1721 0.1721 0.1689 -0.3538 0.3538
0.0690 0.1380
-0.0164 -0.0475 -0.0238
-0.0720 0.0334 0.0668 0.0230 0.0466 0.0233
0.0016 0.0048 0.0024 0.0929 -0.0368 -0.0736
-0.0211 -0.0143 -0.0286 -0.0099 -0.0200 -0.0100
0.0023 0.0068 0.0034 0.0066 0.0031 0.0062
0.0054 -0.0032 -0.0064 -0.0022 -0.0045 -0.0022
-0.0023 -0.0068 -0.0034 -0.0008 0.0010 0.0021
0.0009 0.0008 0.0015 0.0005 0.0011 0.0005
-0.0007 -0.0019 -0.0010 -0.0002 -0.0001 -0.0002
0.0002 0.0003 0.0006 0.0002 0.0004 0.0002
-0.0002 -0.0004 -0.0002 -0.0001 -0.0001 -0.0001
0.0000 0.0001 0.0002 0.0001 0.0001 0.0001
0.0000 -0.0001 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
3 4 5
-0.1022 -0.2002 0.0000 0.4380
0.1836 0.1102 -0.2938
-0.1809 0.2028 -0.8603 2.2915
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0001 0.0000 0.0000 0.0000
-0.0001 0.0000 0.0000 0.0000
0.0003 -0.0001 -0.0002 -0.0001
-0.0003 0.0001 0.0001 0.0002
0.0019 -0.0005 -0.0010 -0.0005
-0.0012 0.0003 0.0003 0.0006
0.0107 -0.0016 -0.0032 -0.0016
0.0012 -0.0011 -0.0038 -0.0075
-0.0422 0.0133 0.0268 0.0134
0.0008 -0.0049 -0.0235 -0.0470
-0.1440 0.1858 0.3758 0.1879
-0.0082 0.0115 0.3048 0.6097
-1.5364 1.5364
0.1461 0.1479 0.2990 0.3734
0.4236 0.4288 0.1243 0.1553
-0.1721 0.1721
-0.4175 -0.2087
0.2694 0.5388 0.1563 0.2536
-0.1223 -0.0612
0.0192 0.0384 0.0111 -0.0195
0.0312 0.0156
-0.0023 -0.0046 -0.0013 -0.0031
0.0054 0.0027
-0.0007 -0.0014 -0.0004 0.0002
0.0010 0.0005
-0.0001 -0.0003 -0.0001 0.0001
0.0002 0.0001
0.0000 -0.0001 0.0000 0.0000
0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
-0.3886 0.4919 0.1656 0.2312
0.0828 0.1156
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
-0.0002 0.0001
-0.0007 -0.0016
910
0.0056 -0.0098
0.0781 0.1268
15 16 17
ELEMENTOS
VS
COLUMNA
NUDO 1
K1-2
K1-7
Σ
NUDO 2
K2-1
K2-3
K2-8
Σ
NUDO 3
K3-2
K3-4
K3-9
Σ
NUDO 4
K4-3
K4-5
K4-10
0.3393 0.6082 0.3918 Σ
0.2186 -0.6003 0.6003 -0.3842
-0.0657 -0.1314 -0.0847 NUDO 5
0.0683 0.1060 0.0530 -0.0282 K5-4
0.1508 -0.0075 -0.0150 -0.0097 K5-6
K5-11
-0.0364 -0.0565 -0.0283 0.0034 Σ
-0.0116 0.0076 0.0151 0.0098
0.0031 0.0048 0.0024 -0.0003 NUDO 6
-0.0019 -0.0006 -0.0013 -0.0008 K6-5
0.0010 0.0016 0.0008 0.0000 K6-12
0.0001 -0.0003 -0.0005 -0.0003 Σ
-0.0001 -0.0001 -0.0001 0.0000
0.0000 0.0000 0.0000 0.0000 NUDO 7
-0.0001 -0.0001 0.0000 0.0000 K7-1
0.0000 0.0000 0.0000 0.0000 K7-8
0.0000 0.0000 0.0000 K7-13
0.0000 0.4950 -0.4950 Σ
5 6
0.1733 -0.6113
NUDO 8
K8-7
K8-2
0.2929 K8-9
-0.8615 K8-14
0.0000 0.0000 Σ
0.0000 0.0000
0.0000 0.0000 NUDO 9
0.0000 0.0000 K9-8
0.0001 -0.0002 K9-3
0.0000 0.0001 K9-10
0.0003 -0.0004 K9-15
0.0005 -0.0006 Σ
-0.0037 0.0049
0.0015 0.0067 NUDO 10
-0.0232 -0.0048 K10-9
-0.0182 -0.0565 K10-4
0.3015 -0.0423 K10-11
0.0341 -0.7684 K10-16
0.1847 0.2947 0.2478 Σ
0.2866 0.4575
-2.6071 2.6071 NUDO 11
-0.5963 -1.1926 -0.6461 K11-10
0.4680 0.2340 K11-5
-0.0438 -0.0877 -0.0475 K11-12
-0.0361 -0.0180 K11-17
0.0052 0.0105 0.0057 Σ
-0.0058 -0.0029
-0.0005 -0.0009 -0.0005 NUDO 12
0.0004 0.0002 K12-11
0.0000 0.0001 0.0000 K12-6
0.0001 0.0001 K12-18
0.0000 0.0000 0.0000 Σ
0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000
-2.8156 1.5498 -0.6883
-0.3442
0.0000
0.0000
0.0000
-0.0002
0.0028
11 12
-0.0238-0.3230
17 18
CROSS- PORTICO B - B
b h INERCIAS 1 2 30.25 0.35 89322.92 0.29 0.29
0.25 0.25 32552.08 2.8
7 8 91.07 0.29
I / L FD 3.33194.18 0.6255 13 14 15
116.2574 0.3745 4.6 3.65310.4377 1.0000
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)I / L FD M1-2 -0.52 Tn-m M7-8 -1.89 Tn-m
194.18 0.3498 M2-1 0.52 Tn-m M8-7 1.89 Tn-m
244.7203 0.4408 M2-3 -0.33 Tn-m M8-9 -0.33 Tn-m
116.2574 0.2094 M3-2 0.33 Tn-m M9-8 0.33 Tn-m
555.1580 1.0000 M3-4 -0.17 Tn-m M9-10 -0.75 Tn-m
M4-3 0.17 Tn-m M10-9 0.75 Tn-m
I / L FD M4-5 -0.35 Tn-m M10-11 -0.35 Tn-m
244.7203 0.3506 M5-4 0.35 Tn-m M11-10 0.35 Tn-m
337.0676 0.4829 M5-6 -0.60 Tn-m M11-12 -2.27 Tn-m
116.2574 0.1665 M6-5 0.60 Tn-m M12-11 2.27 Tn-m
698.0454 1.0000
I / L FD
337.0676 0.4896
235.0603 0.3415
116.2574 0.1689
688.3854 1.0000 0.3745 0.6255
0.2696 -0.5184
I / L FD 0.0932 0.1557
235.0603 0.4420 0.0355 -0.0472
180.4503 0.3393 0.0044 0.0073
116.2574 0.2186 0.2696 0.0332
531.7681 1.0000 -0.1134 -0.1894
0.0188 0.0238
I / L FD -0.0159 -0.0266
180.45 0.6082 0.0024 0.0129
116.2574 0.3918 -0.0057 -0.0096
296.7078 1.0000 0.0006 0.0029
-0.0013 -0.0022
I / L FD 0.0001 0.0006
116.2574 0.2848 -0.0003 -0.0005
194.1803 0.4757 0.0001
97.7540 0.2395 0.5574 -0.5573
408.1917 1.0000
111
I / L FD
194.1803 0.2974
116.2574 0.1781
244.7203 0.3748
97.7540 0.1497 1.1734
652.9120 1.0000 -0.0001
0.0003
I / L FD -0.0006
244.7203 0.3075 0.0012
116.2574 0.1461 -0.0029
337.0676 0.4236 0.0048
97.7540 0.1228 -0.0080
795.7994 1.0000 0.0376
-0.0567
I / L FD 0.5391
337.0676 0.4288 0.0022
116.2574 0.1479 0.0709
235.0603 0.2990 0.0466
97.7540 0.1243 0.5391
786.1394 1.0000 0.2395 0.2848
0.4757
I / L FD -1.8929
235.0603 0.3734 0.4533 0.9005
116.2574 0.1847 -0.2957
180.4503 0.2866 0.0597 0.1185
97.7540 0.1553 -0.0301
629.5221 1.0000 0.4533 0.9005
-0.0752
I / L FD 0.0316 0.0627
180.4503 0.4575 -0.0087
116.2574 0.2947 0.0040 0.0079
97.7540 0.2478 -0.0013
394.4618 1.0000 0.0010 0.0020
-0.0003
0.0002 0.0004
-0.0001
1.0031 -0.3117
0.5015
0.0001
0.0005
0.0020
0.0158
0.2267
777
0.0298
0.2267131313
CROSS- PORTICO B - B
4 5 60.29 0.29 0.29
10 11 121.28 0.29 1.11
16 17 18
2.65 3.8 4.95
DESARROLLO DEL CROSS - PORTICO B - B
0.3498 0.4408 0.3506 0.4829
0.5184 0.2094 -0.3264 0.3264 0.1665 -0.1721
0.0778
-0.0944 -0.0565 -0.11895392 -0.0595
0.0037 -0.1770 -0.01663027 -0.0333 -0.0158 -0.0458
0.0665 0.0398 0.0838 0.0419 0.0585 0.0324
-0.0947 -0.0180 -0.02327579 -0.0466 -0.0221 -0.0641
0.0476 0.0285 0.0599 0.0300 0.0196 0.0393
-0.0133 -0.0450 -0.0155751 -0.0312 -0.0148 -0.0429
0.0259 0.0155 0.0326 0.0163 0.0093 0.0108
-0.0048 -0.0052 -0.00637753 -0.0128 -0.0061 -0.0176
0.0057 0.0034 0.0072 0.0036 0.0016 0.0036
-0.0011 -0.0008 -0.0015 -0.0031 -0.0015 -0.0042
0.0012 0.0007 0.0015 0.0008 0.0003 0.0009
-0.0002 -0.0002 -0.00034209 -0.0007 -0.0003 -0.0009
0.0003 0.0002 0.0003 0.0002 0.0001 0.0002
0.0000 -0.0001 -0.0002 -0.0001 -0.0002
0.5385 -0.2148 -0.3238 0.0000 0.0000
2 32 32 3
0.2320 0.0287 -0.2606
-0.4768 -1.1753 0.1841 0.1484
0.0000 0.0001 0.0000
-0.0001 -0.0002 -0.0001 0.0000
0.0001 0.0001 0.0003 0.0001
-0.0004 -0.0007 -0.0004 -0.0002
0.0004 0.0006 0.0013 0.0006
-0.0016 -0.0034 -0.0017 -0.0007
0.0017 0.0034 0.0067 0.0032
-0.0104 -0.0220 -0.0110 -0.0030
0.0077 0.0195 0.0391 0.0186
-0.0900 -0.1895 -0.0948 -0.0074
0.0142 0.0412 0.0824 0.0391
-0.0360 -0.0758 -0.0379 -0.0111
0.0199 0.1232 0.2464 0.1171
-0.3541 -0.7453 -0.3726 -0.0079
-0.0283 -0.3264 0.3264
0.1781 0.3748 0.3075 0.1461
0.2974 0.1497 0.1228 0.4236
1.8929 -0.7472
0.4502 0.0984 0.3394
-0.5914 -0.2977 -0.2189
0.0592 0.0329 0.1135
-0.0602 -0.0303 -0.0249
0.4502 0.0156 0.0538
-0.1504 -0.0757 -0.0078
0.0314 0.0027 0.0093
-0.0174 -0.0088 -0.0017
0.0040 0.0005 0.0017
-0.0027 -0.0014 -0.0004
0.0010 0.0001 0.0004
-0.0006 -0.0003 -0.0001
0.0002 0.0000 0.0001
-0.0001 -0.0001 0.0000
2.0663 -0.4142 0.1503 -0.4828
-0.2078 0.0751
0.0000 0.0000
-0.0001 0.0001
-0.0013 0.0003
-0.0044 0.0013
-0.0379 0.0078
8 98 98 9
-0.0151 0.016455231
-0.1489 0.0492
14 1514 1514 15
0.4896 0.3415 0.4420 0.3393
0.1721 0.1689 -0.3538 0.3538 0.2186 -0.6003
-0.0810
0.0724 0.1448 0.0716 0.1112
-0.0229 0.2211 -0.0039
0.0648 0.0223 0.0452 0.0226
-0.0321 -0.0755 -0.0530 -0.1060 -0.0524 -0.0814
0.0786 0.0271 0.0548 0.0274 0.0227 0.0138
-0.0215 -0.0086 -0.0141 -0.0283 -0.0140 -0.0217
0.0216 0.0075 0.0151 0.0075 0.0029 0.0039
-0.0088 -0.0027 -0.0032 -0.0064 -0.0031 -0.0049
0.0072 0.0025 0.0050 0.0025 0.0009 0.0009
-0.0021 -0.0006 -0.0010 -0.0019 -0.0010 -0.0015
0.0018 0.0006 0.0013 0.0006 0.0002 0.0003
-0.0005 -0.0001 -0.0002 -0.0005 -0.0002 -0.0004
0.0004 0.0001 0.0003 0.0001 0.0001 0.0001
-0.0001 0.0000 -0.0001 -0.0001 -0.0001 -0.0001
0.0001 0.0000 0.0001 0.0000 0.0000
4 54 54 5
0.0000 0.4163 0.2487 -0.6649
0.2586 -0.0274 -0.2313
-0.1450 -0.2065 1.1793 0.4962
0.0000 0.0000 0.0000
0.0000 0.0000 0.0001 0.0000
-0.0001 -0.0001 -0.0001 0.0000
0.0001 0.0001 0.0002 0.0001
-0.0002 -0.0005 -0.0002 -0.0001
0.0003 0.0005 0.0009 0.0005
-0.0011 -0.0023 -0.0012 -0.0005
0.0012 0.0019 0.0038 0.0019
-0.0054 -0.0109 -0.0055 -0.0016
0.0037 0.0059 0.0119 0.0059
-0.0172 -0.0347 -0.0174 -0.0070
0.0136 0.0458 0.0916 0.0453
-0.1510 -0.3054 -0.1527 -0.0262
0.0112 0.4470 0.8939 0.4421
-0.3538 0.3538 0.0358
0.1479 0.2990 0.3734 0.1847
0.4288 0.1243 0.1553 0.2866
0.7472 -2.2655
0.1697 -0.5182
-0.4379 -0.1270 0.3718 0.6863
0.0567 -0.0665
-0.0498 -0.0144 0.0381 0.0704
0.0269 -0.0075
-0.0157 -0.0045 0.0049 0.0091
0.0046 -0.0031
-0.0033 -0.0010 0.0016 0.0029
0.0009 -0.0009
-0.0007 -0.0002 0.0004 0.0007
0.0002 -0.0002
-0.0002 0.0000 0.0001 0.0002
0.0000 -0.0001
0.0000 0.0000 0.0000 0.0000
0.4987 -0.1472 0.4169 -2.0924
-0.0736 0.2084
0.0000 0.0000
0.0000 0.0000
-0.0001 0.0002
-0.0005 0.0008
-0.0023 0.0025
10 1110 1110 11
-0.0072 0.0191
-0.0635 0.1859
16 1716 1716 17
ELEMENTOS b h INERCIAS
VS 0.25 0.35 89322.92
COLUMNA 0.25 0.25 32552.08
NUDO 1 I / L FD
K1-2 194.18 0.6255
K1-7 116.2574 0.3745
Σ 310.4377 1.0000
NUDO 2 I / L FD
K2-1 194.18 0.3498
K2-3 244.7203 0.4408
K2-8 116.2574 0.2094
Σ 555.1580 1.0000
NUDO 3 I / L FD
K3-2 244.7203 0.3506
K3-4 337.0676 0.4829
K3-9 116.2574 0.1665
Σ 698.0454 1.0000
NUDO 4 I / L FD
K4-3 337.0676 0.4896
K4-5 235.0603 0.3415
K4-10 116.2574 0.1689
0.6082 0.3918 Σ 688.3854 1.0000
0.6003 -0.3338
-0.1621 -0.1044 NUDO 5 I / L FD
0.0556 -0.0429 K5-4 235.0603 0.4420
-0.0077 -0.0050 K5-6 180.4503 0.3393
K5-11 116.2574 0.2186
-0.0407 -0.0048 Σ 531.7681 1.0000
0.0277 0.0178
-0.0108 -0.0020 NUDO 6 I / L FD
0.0078 0.0050 K6-5 180.45 0.6082
-0.0024 -0.0006 K6-12 116.2574 0.3918
0.0018 0.0012 Σ 296.7078 1.0000
-0.0007 -0.0001
0.0005 0.0003 NUDO 7 I / L FD
-0.0002 0.0000 K7-1 116.2574 0.2848
0.0001 0.0001 K7-8 194.1803 0.4757
0.0000 K7-13 97.7540 0.2395
0.4691 -0.4692 Σ 408.1917 1.0000
666
NUDO 8 I / L FD
K8-7 194.1803 0.2974
K8-2 116.2574 0.1781
K8-9 244.7203 0.3748
-0.8110 K8-14 97.7540 0.1497
0.0000 Σ 652.9120 1.0000
-0.0001
0.0002 NUDO 9 I / L FD
-0.0003 K9-8 244.7203 0.3075
0.0006 K9-3 116.2574 0.1461
-0.0012 K9-10 337.0676 0.4236
0.0025 K9-15 97.7540 0.1228
-0.0040 Σ 795.7994 1.0000
0.0089
-0.0096 NUDO 10 I / L FD
-0.0025 K10-9 337.0676 0.4288
-0.0857 K10-4 116.2574 0.1479
-0.0522 K10-11 235.0603 0.2990
-0.6677 K10-16 97.7540 0.1243
0.2947 0.2478 Σ 786.1394 1.0000
0.4575
2.2655 NUDO 11 I / L FD
-1.0364 -0.5614 K11-10 235.0603 0.3734
0.3431 K11-5 116.2574 0.1847
-0.1331 -0.0721 K11-12 180.4503 0.2866
0.0352 K11-17 97.7540 0.1553
-0.0150 -0.0081 Σ 629.5221 1.0000
0.0046
-0.0062 -0.0033 NUDO 12 I / L FD
0.0015 K12-11 180.4503 0.4575
-0.0018 -0.0010 K12-6 116.2574 0.2947
0.0004 K12-18 97.7540 0.2478
-0.0004 -0.0002 Σ 394.4618 1.0000
0.0001
-0.0001 -0.0001
0.0000
1.4573 -0.6462
-0.3231
0.0000
-0.0001
-0.0005
-0.0017
-0.0041
121212
-0.0360-0.2807
181818
CROSS- PORTICO C - C
1 2 3 40.29 0.29 0.29 0.29
2.8
7 8 9 101.28 0.29 1.28 1.03
3.33
13 14 15 16
4.6 3.65 2.65 3.8
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)M1-2 -0.52 Tn-m M7-8 -2.25 Tn-m
M2-1 0.52 Tn-m M8-7 2.25 Tn-m
M2-3 -0.33 Tn-m M8-9 -0.33 Tn-m
M3-2 0.33 Tn-m M9-8 0.33 Tn-m
M3-4 -0.17 Tn-m M9-10 -0.75 Tn-m
M4-3 0.17 Tn-m M10-9 0.75 Tn-m
M4-5 -0.35 Tn-m M10-11 -1.24 Tn-m
M5-4 0.35 Tn-m M11-10 1.24 Tn-m
M5-6 -0.60 Tn-m M11-12 -2.27 Tn-m
M6-5 0.60 Tn-m M12-11 2.27 Tn-m
DESARROLLO DEL CROSS - PORTICO C - C
0.3745 0.6255 0.3498 0.4408
0.3206 -0.5184 0.5184 0.2094 -0.3264
0.0741 0.1237 0.0619
0.0463 -0.0444 -0.0888 -0.0532 -0.11191455-0.0007 -0.0012 -0.0006 -0.2167 -0.017247230.3206 0.0410 0.0820 0.0491 0.1034-0.1354 -0.2262 -0.1131 -0.0212 -0.026105450.0215 0.0281 0.0561 0.0336 0.0707-0.0186 -0.0310 -0.0155 -0.0499 -0.009867490.0026 0.0132 0.0263 0.0158 0.0332-0.0059 -0.0099 -0.0049 -0.0055 -0.00529390.0006 0.0027 0.0055 0.0033 0.0069-0.0013 -0.0021 -0.0011 -0.0008 -0.00130.0001 0.0006 0.0011 0.0007 0.0014-0.0003 -0.0004 -0.0002 -0.0002 -0.00029409
0.0001 0.0002 0.0001 0.00030.6243 -0.6242 0.0000 -0.0001
0.5274 -0.2449 -0.2826
1 21 21 2
-0.5639 -1.3993
1.3807 0.0000
-0.0001 -0.0001 -0.0002
0.0003 0.0001 0.0001
-0.0006 -0.0003 -0.0007
0.0012 0.0003 0.0006
-0.0030 -0.0016 -0.0034
0.0053 0.0016 0.0031
-0.0093 -0.0110 -0.0231
0.0430 0.0079 0.0178
-0.0677 -0.0999 -0.2102
0.6412 0.0168 0.0085
-0.0003 -0.0424 -0.0892
0.0925 0.0246 0.1361
0.0370 -0.4334 -0.9123
0.6412 -0.0266 -0.3264
0.2395 0.2848 0.1781 0.3748
0.4757 0.2974 0.1497
-2.2514 2.2514
0.5392 1.0710 0.5355
-0.3619 -0.7239 -0.3644
0.0778 0.1546 0.0773
-0.0354 -0.0708 -0.0356
0.5392 1.0710 0.5355
-0.0834 -0.1668 -0.0840
0.0362 0.0719 0.0359
-0.0092 -0.0183 -0.0092
0.0044 0.0088 0.0044
-0.0014 -0.0027 -0.0014
0.0010 0.0021 0.0010
-0.0003 -0.0006 -0.0003
0.0002 0.0004 0.0002
-0.0001 -0.0001 -0.0001
1.1980 -0.3633 2.4582 -0.4949
0.5990 -0.2481
0.0001 0.0000
0.0005 -0.0001
0.0022 -0.0014
0.0181 -0.0046
0.2696 -0.0420
7 87 87 8
0.0389 -0.0178
0.2696 -0.182213 1413 1413 14
5 60.29
11 121.11
17 18
4.95
DESARROLLO DEL CROSS - PORTICO C - C
0.3506 0.4829 0.4896 0.3415
0.3264 0.1665 -0.1721 0.1721 0.1689 -0.3538
-0.0560 0.0724
-0.0345 -0.0164 -0.0475 -0.0238
0.0517 0.0647 0.0326 0.0652 0.0225 0.0454
-0.0522 -0.0248 -0.0719 -0.0360 0.0006 -0.0338
0.0354 0.0040 0.0169 0.0338 0.0117 0.0236
-0.0197 -0.0094 -0.0272 -0.0136 -0.0020 -0.0054
0.0166 0.0084 0.0052 0.0103 0.0036 0.0072
-0.0106 -0.0050 -0.0146 -0.0073 -0.0020 -0.0013
0.0035 0.0015 0.0026 0.0052 0.0018 0.0036
-0.0026 -0.0013 -0.0036 -0.0018 -0.0005 -0.0006
0.0007 0.0003 0.0007 0.0014 0.0005 0.0010
-0.0006 -0.0003 -0.0008 -0.0004 -0.0001 -0.0002
0.0001 0.0001 0.0002 0.0003 0.0001 0.0002
-0.0001 -0.0001 -0.0002 -0.0001 0.0000 0.0000
0.0000 0.0000 0.0001 0.0000 0.0001
3 43 43 4
0.2580 0.0217 -0.2797 0.0000
0.2055 0.0361 -0.2416
0.0392 0.1293 0.0120 -0.9579
0.0001 0.0000 0.0000 0.0000
-0.0001 0.0000 0.0000 0.0000
0.0002 0.0001 0.0000 -0.0001
-0.0004 -0.0001 0.0001 0.0001
0.0011 0.0005 -0.0002 -0.0004
-0.0017 -0.0006 0.0002 0.0003
0.0061 0.0029 -0.0009 -0.0019
-0.0115 -0.0025 0.0009 0.0012
0.0356 0.0169 -0.0041 -0.0083
-0.1051 -0.0047 0.0018 0.0013
0.0170 0.0081 -0.0041 -0.0082
-0.0446 -0.0124 0.0058 0.0099
0.2722 0.1293 0.0013 0.0026
-0.4561 -0.0082 0.0112 0.2822
0.3264 -1.2366
0.3075 0.1461 0.1479 0.2990
0.1228 0.4236 0.4288 0.1243
-0.7472 0.7472
0.1087 0.3749 0.1875
0.0018 0.0037 0.0011
0.0068 0.0234 0.0117
-0.0059 -0.0118 -0.0034
0.0142 0.0490 0.0245
-0.0059 -0.0118 -0.0034
0.0025 0.0085 0.0042
-0.0013 -0.0027 -0.0008
0.0005 0.0016 0.0008
-0.0003 -0.0006 -0.0002
0.0001 0.0003 0.0002
-0.0001 -0.0001 0.0000
0.0000 0.0001 0.0000
0.0000 0.0000 0.0000
0.1327 -0.3012 0.9527 -0.0068
0.0664 -0.0034
0.0000 0.0000
0.0000 0.0000
0.0002 -0.0001
0.0012 -0.0004
0.0071 -0.0017
910
910
910
0.003387652 -0.0017
0.0544 0.0005
15 1615 1615 16
0.4420 0.3393 0.6082 0.3918
0.3538 0.2186 -0.6003 0.6003 -0.3338
-0.0810 -0.1621 -0.1044
0.1448 0.0716 0.1112 0.0556 -0.0242
0.1395 -0.0095 -0.0191 -0.0123
0.0227
-0.0675 -0.0334 -0.0518 -0.0259 -0.0002
0.0118 0.0049 0.0079 0.0159 0.0102
-0.0109 -0.0054 -0.0084 -0.0042 -0.0009
0.0036 0.0007 0.0015 0.0031 0.0020
-0.0026 -0.0013 -0.0020 -0.0010 -0.0003
0.0018 0.0006 0.0004 0.0008 0.0005
-0.0012 -0.0006 -0.0009 -0.0005 -0.0001
0.0005 0.0002 0.0002 0.0003 0.0002
-0.0004 -0.0002 -0.0003 -0.0001 0.0000
0.0001 0.0000 0.0000 0.0001 0.0001
-0.0001 0.0000 -0.0001 0.0000
0.0000 0.0000 0.4632 -0.4633
5 65 65 6
0.4565 0.1766 -0.6331
1.8183 0.3071
0.0000 -0.7710
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0001 0.0001 0.0001
-0.0002 -0.0001 -0.0001
0.0006 0.0003 0.0002
-0.0009 -0.0003 -0.0006
0.0023 0.0011 0.0010
-0.0041 -0.0006 -0.0018
0.0027 0.0013 0.0051
-0.0041 -0.0027 -0.0004
0.0198 0.0098 -0.0061
0.0013 -0.0167 -0.0485
0.5643 0.2791 -0.05221.2366 0.0358 -0.6677
0.3734 0.1847 0.2947 0.2478
0.1553 0.2866 0.4575
-2.2655 2.2655
-0.5182 -1.0364 -0.5614
0.2347 0.4332 0.2166
-0.0376 -0.0752 -0.0407
0.0082 0.0152 0.0076
-0.0003 -0.0007 -0.0004
0.0011 0.0020 0.0010
-0.0014 -0.0028 -0.0015
0.0010 0.0018 0.0009
-0.0004 -0.0009 -0.0005
0.0003 0.0005 0.0002
-0.0001 -0.0002 -0.0001
0.0001 0.0001 0.0001
0.0000 -0.0001 0.0000
0.0000 0.0000 0.0000
0.2453 -2.3708 1.3757 -0.6047
0.1227 -0.3023
0.0000 0.0000
0.0000 -0.0001
0.0001 -0.0002
0.0005 -0.0008
0.0006 -0.0002
11 1211 1211 12
0.0041 -0.02040.1173 -0.2807
17 1817 1817 18
CROSS- PORTICO D - D
ELEMENTOS b h INERCIAS 1 2VS 0.25 0.35 89322.92 0.29
COLUMNA 0.25 0.25 32552.08 2.8
7 81.28
NUDO 1 I / L FD 3.33K1-2 194.18 0.6255 13 14
K1-7 116.2574 0.3745 4.6Σ 310.4377 1.0000
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)NUDO 2 I / L FD M1-2 -0.52 Tn-m M7-8
K2-1 194.18 0.3498 M2-1 0.52 Tn-m M8-7
K2-3 244.7203 0.4408 M2-3 -0.33 Tn-m M8-9
K2-8 116.2574 0.2094 M3-2 0.33 Tn-m M9-8
Σ 555.1580 1.0000 M3-4 -0.17 Tn-m M9-10
M4-3 0.17 Tn-m M10-9
NUDO 3 I / L FD M4-5 -0.35 Tn-m M10-11
K3-2 244.7203 0.3506 M5-4 0.35 Tn-m M11-10
K3-4 337.0676 0.4829 M5-6 -0.60 Tn-m M11-12
K3-9 116.2574 0.1665 M6-5 0.60 Tn-m M12-11
Σ 698.0454 1.0000
NUDO 4 I / L FD
K4-3 337.0676 0.4896
K4-5 235.0603 0.3415
K4-10 116.2574 0.1689
Σ 688.3854 1.0000 0.3745 0.6255
0.3206 -0.5184
NUDO 5 I / L FD 0.0741 0.1237
K5-4 235.0603 0.4420 0.0232 -0.0444
K5-6 180.4503 0.3393 0.0080 0.0133
K5-11 116.2574 0.2186 0.3206 0.0228
Σ 531.7681 1.0000 -0.1286 -0.2148
0.0198 0.0169
NUDO 6 I / L FD -0.0137 -0.0230
K6-5 180.45 0.6082 0.0020 0.0094
K6-12 116.2574 0.3918 -0.0043 -0.0071
Σ 296.7078 1.0000 0.0004 0.0018
-0.0009 -0.0014
NUDO 7 I / L FD 0.0001 0.0003
K7-1 116.2574 0.2848 -0.0002 -0.0003
K7-8 194.1803 0.4757 0.0001
K7-13 97.7540 0.2395 0.6211 -0.6211
Σ 408.1917 1.0000
111
NUDO 8 I / L FD
K8-7 194.1803 0.2974
K8-2 116.2574 0.1781
K8-9 244.7203 0.3748
K8-14 97.7540 0.1497 1.3407
Σ 652.9120 1.0000 -0.0001
0.0002
NUDO 9 I / L FD -0.0004
K9-8 244.7203 0.3075 0.0009
K9-3 116.2574 0.1461 -0.0021
K9-10 337.0676 0.4236 0.0041
K9-15 97.7540 0.1228 -0.0069
Σ 795.7994 1.0000 0.0395
-0.0643
NUDO 10 I / L FD 0.6412
K10-9 337.0676 0.4288 0.0040
K10-4 116.2574 0.1479 0.0463
K10-11 235.0603 0.2990 0.0370
K10-16 97.7540 0.1243 0.6412
Σ 786.1394 1.0000 0.2395 0.2848
0.4757
NUDO 11 I / L FD -2.2514
K11-10 235.0603 0.3734 0.5392 1.0710
K11-5 116.2574 0.1847 -0.1997
K11-12 180.4503 0.2866 0.0390 0.0774
K11-17 97.7540 0.1553 0.0148
Σ 629.5221 1.0000 0.5392 1.0710
-0.0745
NUDO 12 I / L FD 0.0332 0.0660
K12-11 180.4503 0.4575 -0.0074
K12-6 116.2574 0.2947 0.0034 0.0068
K12-18 97.7540 0.2478 -0.0010
Σ 394.4618 1.0000 0.0007 0.0015
-0.0002
0.0001 0.0003
0.0000
1.1549 -0.2255
0.5774
0.0001
0.0004
0.0017
0.0166
0.2696
777
0.0195
0.2696131313
CROSS- PORTICO D - D
3 4 5 60.29 0.29 0.29 0.29
9 10 11 121.28 0.29 1.28 1.28
15 16 17 18
3.65 2.65 3.8 4.95
MOMENTOS DE EMPOTRAMIENTO (W*L`^2/12)-2.25 Tn-m
2.25 Tn-m
-1.42 Tn-m
1.42 Tn-m
-0.17 Tn-m
0.17 Tn-m
-1.54 Tn-m
1.54 Tn-m
-2.61 Tn-m
2.61 Tn-m
DESARROLLO DEL CROSS - PORTICO B - B
0.3498 0.4408 0.3506 0.4829
0.5184 0.2094 -0.3264 0.3264 0.1665
0.0619
-0.0888 -0.0532 -0.11191455 -0.0560
0.0066 -0.1196 -0.01724723 -0.0345 -0.0164
0.0455 0.0273 0.0574 0.0287 -0.0720
-0.1074 0.0088 0.00173442 0.0035 0.0016
0.0339 0.0203 0.0427 0.0213 -0.0211
-0.0115 -0.0446 0.00246821 0.0049 0.0023
0.0188 0.0112 0.0236 0.0118 0.0054
-0.0036 -0.0044 -0.0024506 -0.0049 -0.0023
0.0037 0.0022 0.0046 0.0023 0.0009
-0.0007 -0.0006 -0.0007 -0.0014 -0.0007
0.0007 0.0004 0.0009 0.0004 0.0002
-0.0001 -0.0001 -0.00016148 -0.0003 -0.0002
0.0001 0.0001 0.0002 0.0001 0.0000
0.0000 0.0000 -0.0001 0.0000
0.4775 -0.1522 -0.3253 0.0000
2 32 32 3
0.3023 -0.1022
-0.3169 -2.2755 0.7152 -0.1809
0.0000 0.0000 0.0000
0.0000 -0.0001 0.0000 0.0000
0.0000 0.0001 0.0001 0.0001
-0.0002 -0.0005 -0.0002 -0.0001
0.0002 0.0003 0.0007 0.0003
-0.0012 -0.0024 -0.0012 -0.0003
0.0011 0.0020 0.0039 0.0019
-0.0089 -0.0187 -0.0094 -0.0012
0.0056 0.0113 0.0226 0.0107
-0.0893 -0.1879 -0.0939 0.0012
0.0101 -0.0444 -0.0888 -0.0422
0.0177 0.0372 0.0186 0.0008
0.0136 -0.1515 -0.3031 -0.1440
-0.2391 -0.5033 -0.2517 -0.0082
-0.0266 -1.4175 1.4175
0.1781 0.3748 0.3075 0.1461
0.2974 0.1497 0.1228 0.4236
2.2514 -0.1721
0.5355 -0.1211 -0.4175
-0.3994 -0.2010 0.2694
0.0387 -0.0355 -0.1223
0.0295 0.0149 0.0192
0.5355 0.0090 0.0312
-0.1491 -0.0750 -0.0023
0.0330 0.0016 0.0054
-0.0149 -0.0075 -0.0007
0.0034 0.0003 0.0010
-0.0019 -0.0010 -0.0001
0.0007 0.0001 0.0002
-0.0004 -0.0002 0.0000
0.0001 0.0000 0.0000
-0.0001 0.0000 0.0000
2.8623 -0.2699 -0.1456 -0.3886
-0.1354 -0.0728
0.0000 0.0000
-0.0001 0.0000
-0.0010 0.0001
-0.0037 0.0008
-0.0375 0.0045
888
0.0074 -0.017740181
-0.1005 -0.0605
14 1514 1514 15
0.4896 0.3415 0.4420 0.3393
-0.1721 0.1721 0.1689 -0.3538 0.3538 0.2186
0.0690 0.1380 0.0683
-0.0475 -0.0238 0.1508
0.0334 0.0668 0.0230 0.0466 0.0233
0.0048 0.0024 0.0929 -0.0368 -0.0736 -0.0364
-0.0143 -0.0286 -0.0099 -0.0200 -0.0100 -0.0116
0.0068 0.0034 0.0066 0.0031 0.0062 0.0031
-0.0032 -0.0064 -0.0022 -0.0045 -0.0022 -0.0019
-0.0068 -0.0034 -0.0008 0.0010 0.0021 0.0010
0.0008 0.0015 0.0005 0.0011 0.0005 0.0001
-0.0019 -0.0010 -0.0002 -0.0001 -0.0002 -0.0001
0.0003 0.0006 0.0002 0.0004 0.0002 0.0000
-0.0004 -0.0002 -0.0001 -0.0001 -0.0001 -0.0001
0.0001 0.0002 0.0001 0.0001 0.0001 0.0000
-0.0001 0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
4 54 54 5
-0.2002 0.0000 0.4380 0.1733
0.1836 0.1102 -0.2938
0.2028 -0.8603 2.2915 0.2929
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
-0.0001 -0.0002 -0.0001 0.0000
0.0001 0.0001 0.0002 0.0001
-0.0005 -0.0010 -0.0005 0.0000
0.0003 0.0003 0.0006 0.0003
-0.0016 -0.0032 -0.0016 0.0005
-0.0011 -0.0038 -0.0075 -0.0037
0.0133 0.0268 0.0134 0.0015
-0.0049 -0.0235 -0.0470 -0.0232
0.1858 0.3758 0.1879 -0.0182
0.0115 0.3048 0.6097 0.3015
-1.5364 1.5364 0.0341
0.1479 0.2990 0.3734 0.1847
0.4288 0.1243 0.1553 0.2866
0.1721 -2.6071
-0.2087 -0.5963
0.5388 0.1563 0.2536 0.4680
-0.0612 -0.0438
0.0384 0.0111 -0.0195 -0.0361
0.0156 0.0052
-0.0046 -0.0013 -0.0031 -0.0058
0.0027 -0.0005
-0.0014 -0.0004 0.0002 0.0004
0.0005 0.0000
-0.0003 -0.0001 0.0001 0.0001
0.0001 0.0000
-0.0001 0.0000 0.0000 0.0000
0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.4919 0.1656 0.2312 -2.8156
0.0828 0.1156
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
-0.0002 0.0001
-0.0007 -0.0016
910 11
910 11
910 11
0.0056 -0.0098
0.0781 0.1268
16 1716 1716 17
0.6082 0.3918
-0.6003 0.6003 -0.3842
-0.0657 -0.1314 -0.0847
0.1060 0.0530 -0.0282
-0.0075 -0.0150 -0.0097
-0.0565 -0.0283 0.0034
0.0076 0.0151 0.0098
0.0048 0.0024 -0.0003
-0.0006 -0.0013 -0.0008
0.0016 0.0008 0.0000
-0.0003 -0.0005 -0.0003
-0.0001 -0.0001 0.0000
0.0000 0.0000 0.0000
-0.0001 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000
0.4950 -0.4950
666
-0.6113
-0.8615
0.0000
0.0000
0.0000
0.0000
-0.0002
0.0001
-0.0004
-0.0006
0.0049
0.0067
-0.0048
-0.0565
-0.0423-0.7684
0.2947 0.2478
0.4575
2.6071
-1.1926 -0.6461
0.2340
-0.0877 -0.0475
-0.0180
0.0105 0.0057
-0.0029
-0.0009 -0.0005
0.0002
0.0001 0.0000
0.0001
0.0000 0.0000
0.0000
0.0000 0.0000
0.0000
1.5498 -0.6883
-0.3442
0.0000
0.0000
0.0000
-0.0002
0.0028
11 1211 1211 12
-0.0238-0.3230
181818
DISEÑO - PORTICOS PRINCIPALES
I. VIGAS - PORTICO PRINCIPAL 1-1
P TRAMOM° NEG. (Tn-m)
M° POS. (Tn-m)IZQ. DER.
1°A-B 5.091 9.334 6.958
C-D 6.889 0.221 0.985
2°A-B 3.732 9.660 7.303
C-D 7.937 0.228 0.992
1. DIMENSION Y PROPIEDADES DE LA VIGA
b = 25.00 cm PERALTE EFECTIVO DE LA SECCIÓNh = 45.00 cm
f'c = 210 Kg/cm² Aceros Diam.(Pulg) Diam. (cm)
fy = 4200 Kg/cm² Ф Asumo: 3/4 1.91
β = 0.85 Ф Estribos: 3/8 0.95
r = 4.00 cm
d: 39.10 cm
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALESBARRA DIAMETRO Peso Area 1/2 - 3/8"
N° pulg cm Kg/m cm2 2 Φ 3/8
3 3/8 0.95 0.559 0.71 1 Φ 1/2 + 1 Φ 3/8
4 1/2 1.27 0.993 1.29 3 Φ 3/8
5 5/8 1.59 1.552 1.98 2 Φ 1/2
6 3/4 1.91 2.235 2.85 1 Φ 1/2 + 2 Φ 3/8
7 7/8 2.22 3.042 3.88 4 Φ 3/8
8 1 2.54 3.973 5.1 2 Φ 1/2 + 1 Φ 3/8
9 1 1/8 2.86 5.028 6.45 3 Φ 1/2
10 1 1/4 3.18 6.207 8.19 2 Φ 1/2 + 2 Φ 3/8
11 1 3/8 3.49 7.511 9.58 3 Φ 1/2 + 1 Φ 3/8
12 1 1/2 3.81 8.938 11.4 4 Φ 1/2
COMBINACIONES RECOMENDADAS 1/2 - 5/8"
1/2 - 3/8" 1 Φ 1/2 + 1 Φ 5/8
1/2 - 5/8" 2 Φ 5/8
1/2 - 3/4" 2 Φ 1/2 + 1 Φ 5/8
5/8 - 1" 1 Φ 1/2 + 2 Φ 5/8
3/4 - 1" 3 Φ 1/2 + 1 Φ 5/8
3 Φ 5/8
5/8 - 1" Area (cm2) b min (cm) 2 Φ 1/2 + 2 Φ 5/8
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
1 Φ 1 + 1 Φ 5/8 7.080 16.58 1 Φ 1/2 + 3 Φ 5/8
2 Φ 1 10.200 17.53 4 Φ 5/8
2 Φ 1+ 1 Φ 5/8 12.180 21.66
2 Φ 1+ 2 Φ 5/8 14.160 25.79 1/2 - 3/4"
3 Φ 1 15.300 22.61 1 Φ 1/2 + 1 Φ 3/4
2 Φ 1/2 + 1 Φ 3/4
3/4 - 1" Area (cm2) b min (cm) 2 Φ 3/4
1 Φ 3/4 + 1 Φ 1 7.950 12.44 1 Φ 1/2 + 2 Φ 3/4
1 Φ 1 + 2 Φ 3/4 10.800 14.98 3 Φ 3/4
2 Φ 1 + 1 Φ 3/4 13.050 14.98 2 Φ 1/2 + 2 Φ 3/4
2 Φ 1+ 2 Φ 3/4 15.900 17.52 4 Φ 3/4
3. DETERMINACION DEL ACERO MINIMO
As min = ρ min * b * d
ρ min = 0.0024
As min = 2.361 cm² 2 Φ 1/2 2.580 cm²
4. DETERMINACION DEL ACERO MAXIMO
Pb = (0.723.f'c/fy)*(6300/(6300+fy))
Pb = 0.0217
Pmax = 0.75.Pb 0.0163
As max = 15.899 cm² 2 Φ 1+ 2 Φ 3/4 15.900 cm²
5. DETERMINACION DEL REFUERZO EN LA VIGA
A. ACEROS POSITIVOS FORMULAS
1°A-B 6.958 Tn-m 0 = colocar As minC-D 0.985 Tn-m
2°A-B 7.303 Tn-m
C-D 0.992 Tn-m
PRIMER PISO SEGUNDO PISO
Mmax (+) 6.958 Tn-m Mmax (+) 7.303 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d 3.91 cm
As = 4.956 cm² a =4.66 cm REPETIR As = 5.202 cm² 4.90 cm
As = 5.007 cm² a =4.71 cm REPETIR As = 5.272 cm² 4.96 cm
As = 5.010 cm² a =4.72 cm OK As = 5.277 cm² 4.97 cm
As = 5.011 cm² As = 5.277 cm²
Usar 2 Φ 1/2 + 1 Φ 3/4 5.430 cm² Usar 2 Φ 1/2 + 1 Φ 3/4
PRIMER PISO SEGUNDO PISO
Mmax (+) 0.985 Tn-m Mmax (+) 0.992 Tn-m
b = 25.00 cm b = 25.00 cm
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d 3.91 cm
As = 0.701 cm² a =0.66 cm REPETIR As = 0.707 cm² 0.67 cm
As = 0.672 cm² a =0.63 cm REPETIR As = 0.677 cm² 0.64 cm
As = 0.672 cm² a =0.63 cm OK As = 0.677 cm² 0.64 cm
As = 0.672 cm² As = 0.677 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8
B. ACEROS NEGATIVOS Izquierda Derecha FORMULAS
1°M max 5.091 Tn-m 9.334 Tn-m
M max 6.889 Tn-m 0.221 Tn-m
2°M max 3.732 Tn-m 9.660 Tn-m
7.937 Tn-m 0.228 Tn-m
PRIMER PISO PRIMER PISO
Mmax (-) 5.091 Tn-m Mmax (-) 9.334 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
As = 3.626 cm² a =3.41 cm REPETIR As = 6.649 cm² a =6.26 cm
As = 3.602 cm² a =3.39 cm REPETIR As = 6.866 cm² a =6.46 cm
As = 3.601 cm² a =3.39 cm OK As = 6.885 cm² a =6.48 cm
As = 3.601 cm² As = 6.887 cm² a =6.48 cm
As = 6.887 cm²
Usar 3 Φ 1/2 3.870 cm² Usar 1 Φ 1/2 + 2 Φ 3/4
PRIMER PISO
Mmax (-) 0.221 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm
As = 0.157 cm² a =0.15 cm REPETIRAs = 0.150 cm² a =0.14 cm OKAs = 0.150 cm² a =0.14 cm OKAs = 0.150 cm²
Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO SEGUNDO PISO
Mmax (-) 3.732 Tn-m Mmax (-) 9.660 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
As = 2.658 cm² a =2.50 cm REPETIR As = 6.881 cm² a =6.48 cm
As = 2.609 cm² a =2.46 cm REPETIR As = 7.127 cm² a =6.71 cm
As = 2.607 cm² a =2.45 cm OK As = 7.151 cm² a =6.73 cm
As = 2.607 cm² As = 7.153 cm²
Usar 1 Φ 1/2 + 2 Φ 3/8 2.710 cm² Usar 1 Φ 1/2 + 3 Φ 5/8
SEGUNDO PISO
Mmax (-) 0.228 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm
As = 0.163 cm² a =0.15 cm REPETIRAs = 0.155 cm² a =0.15 cm OKAs = 0.155 cm²
Usar 2 Φ 3/8 1.420 cm²
DISEÑO - PORTICOS PRINCIPALES DISEÑO - PORTICOS PRINCIPALES
I. VIGAS - PORTICO PRINCIPAL 2-2
P TRAMO
1°
A-B
B-C
C-D
2°
A-B
B-C
C-D
1. DIMENSION Y PROPIEDADES DE LA VIGA
b = 25.00 cm PERALTE EFECTIVO DE LA SECCIÓNh = 45.00 cm
f'c = 210 Kg/cm² Aceros Diam.(Pulg)
fy = 4200 Kg/cm² Ф Asumo: 3/4β = 0.85 Ф Estribos: 3/8r = 4.00 cm
d: 39.10 cm
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALESArea (cm2) b min (cm) BARRA DIAMETRO Peso Area
1.420 14.34 N° pulg cm Kg/m cm2
2.000 14.67 3 3/8 0.95 0.559 0.71
2.130 17.84 4 1/2 1.27 0.993 1.29
2.580 14.99 5 5/8 1.59 1.552 1.98
2.710 18.16 6 3/4 1.91 2.235 2.85
2.840 21.33 7 7/8 2.22 3.042 3.88
3.290 18.47 8 1 2.54 3.973 5.1
3.870 18.80 9 1 1/8 2.86 5.028 6.45
4.000 19.97 10 1 1/4 3.18 6.207 8.19
4.580 20.33 11 1 3/8 3.49 7.511 9.58
5.160 22.61 12 1 1/2 3.81 8.938 11.4
Area (cm2) b min (cm) COMBINACIONES RECOMENDADAS
3.270 15.31 1/2 - 3/8"3.960 15.63 1/2 - 5/8"4.560 18.16 1/2 - 3/4"5.250 19.44 5/8 - 1"5.850 22.93 3/4 - 1"5.940 19.76
6.540 23.24 5/8 - 1" Area (cm2) b min (cm)
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
7.230 23.56 1 Φ 1 + 1 Φ 5/8 7.080 16.58
7.920 23.89 2 Φ 1 10.200 17.53
2 Φ 1+ 1 Φ 5/8 12.180 21.66
Area (cm2) b min (cm) 2 Φ 1+ 2 Φ 5/8 14.160 25.79
4.140 15.63 3 Φ 1 15.300 22.61
5.430 19.44
5.700 16.27 3/4 - 1" Area (cm2) b min (cm)
6.990 20.08 1 Φ 3/4 + 1 Φ 1 7.950 12.44
8.550 20.72 1 Φ 1 + 2 Φ 3/4 10.800 14.98
6.456 23.89 2 Φ 1 + 1 Φ 3/4 13.050 14.98
11.400 25.17 2 Φ 1+ 2 Φ 3/4 15.900 17.52
3. DETERMINACION DEL ACERO MINIMO
As min = ρ min * b * d
ρ min = 0.0024
As min = 2.361 cm² 2 Φ 1/2 2.580 cm²
4. DETERMINACION DEL ACERO MAXIMO
Pb = (0.723.f'c/fy)*(6300/(6300+fy))
Pb = 0.0217
Pmax = 0.75.Pb 0.0163
As max = 15.899 cm² 2 Φ 1+ 2 Φ 3/4 15.900 cm²
5. DETERMINACION DEL REFUERZO EN LA VIGA
A. ACEROS POSITIVOS FORMULAS
1°
A-B 2.683 Tn-m 0 = colocar As minB-C 2.116 Tn-m
C-D 3.632 Tn-m
2°
A-B 1.989 Tn-m
B-C 3.745 Tn-m
C-D 2.758 Tn-m
SEGUNDO PISO PRIMER PISO
Mmax (+) 2.683 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm
REPETIR As = 1.911 cm² a =1.80 cm REPETIR
REPETIR As = 1.858 cm² a =1.75 cm REPETIR
OK As = 1.857 cm² a =1.75 cm OKAs = 1.857 cm²
5.430 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
SEGUNDO PISO PRIMER PISO
Mmax (+) 3.632 Tn-m
b = 25.00 cm
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
d = 39.10 cm
Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm
REPETIR As = 2.587 cm² a =2.43 cm REPETIR
REPETIR As = 1.874 cm² a =1.76 cm REPETIR
OK As = 1.858 cm² a =1.75 cm REPETIRAs = 1.857 cm²
1.420 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
SEGUNDO PISO
Mmax (+) 3.745 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm
As = 2.667 cm² a =2.51 cm REPETIRPRIMER PISO As = 2.618 cm² a =2.46 cm REPETIR
As = 2.616 cm² a =2.46 cm OKAs = 2.616 cm²
Usar 1 Φ 1/2 + 2 Φ 3/8 2.710 cm²
B. ACEROS NEGATIVOS Izquierda Derecha FORMULAS
REPETIR1°
M max 3.246 Tn-m 4.772 Tn-m
REPETIR M max 4.315 Tn-m 4.818 Tn-m
REPETIR M max 6.234 Tn-m 3.831 Tn-m
OK
2°
M max 2.046 Tn-m 3.450 Tn-m
M max 3.226 Tn-m 3.745 Tn-m
6.990 cm² M max 4.560 Tn-m 3.263 Tn-m
PRIMER PISO
Mmax (-) 3.246 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm
As = 2.312 cm² a =2.18 cm REPETIRAs = 2.259 cm² a =2.13 cm REPETIRAs = 2.258 cm² a =2.13 cm OKAs = 2.258 cm²
Usar 2 Φ 1/2 2.580 cm²
SEGUNDO PISO
PRIMER PISO
Mmax (-) 6.234 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
REPETIR Asumir: a = 0.10.d a =3.91 cm
REPETIR As = 4.440 cm² a =4.18 cm REPETIR
REPETIR As = 4.457 cm² a =4.19 cm REPETIRAs = 4.457 cm² a =4.20 cm OK
7.230 cm² As = 4.458 cm²
Usar 3 Φ 1/2 + 1 Φ 3/8 4.580 cm²
SEGUNDO PISO
Mmax (-) 2.046 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm
As = 1.457 cm² a =1.37 cm REPETIRAs = 1.409 cm² a =1.33 cm REPETIRAs = 1.408 cm² a =1.33 cm OK
As = 1.408 cm²
Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO
Mmax (-) 4.560 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm
As = 3.248 cm² a =3.06 cm REPETIRAs = 3.212 cm² a =3.02 cm REPETIRAs = 3.210 cm² a =3.02 cm OKAs = 3.210 cm²
Usar 2 Φ 1/2 + 1 Φ 3/8 3.290 cm²
DISEÑO - PORTICOS PRINCIPALES DISEÑO - PORTICOS PRINCIPALES
I. VIGAS - PORTICO PRINCIPAL 2-2M° NEG. (Tn-m)
M° POS. (Tn-m)IZQ. DER.
3.246 4.772 2.683
4.315 4.818 2.116
6.234 3.831 3.632
2.046 3.450 1.989
3.226 3.745 3.745
4.560 3.263 2.758
1. DIMENSION Y PROPIEDADES DE LA VIGA
PERALTE EFECTIVO DE LA SECCIÓN b = 25.00 cm
h = 45.00 cm
Diam. (cm) f'c = 210 Kg/cm²
1.91 fy = 4200 Kg/cm²
0.95 β = 0.85
r = 4.00 cm
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALES 1/2 - 3/8" Area (cm2) b min (cm) BARRA DIAMETRO
2 Φ 3/8 1.420 14.34 N° pulg
1 Φ 1/2 + 1 Φ 3/8 2.000 14.67 3 3/8
3 Φ 3/8 2.130 17.84 4 1/2
2 Φ 1/2 2.580 14.99 5 5/8
1 Φ 1/2 + 2 Φ 3/8 2.710 18.16 6 3/4
4 Φ 3/8 2.840 21.33 7 7/8
2 Φ 1/2 + 1 Φ 3/8 3.290 18.47 8 1
3 Φ 1/2 3.870 18.80 9 1 1/8
2 Φ 1/2 + 2 Φ 3/8 4.000 19.97 10 1 1/4
3 Φ 1/2 + 1 Φ 3/8 4.580 20.33 11 1 3/8
4 Φ 1/2 5.160 22.61 12 1 1/2
1/2 - 5/8" Area (cm2) b min (cm) COMBINACIONES RECOMENDADAS
1 Φ 1/2 + 1 Φ 5/8 3.270 15.31 1/2 - 3/8"2 Φ 5/8 3.960 15.63 1/2 - 5/8"
2 Φ 1/2 + 1 Φ 5/8 4.560 18.16 1/2 - 3/4"1 Φ 1/2 + 2 Φ 5/8 5.250 19.44 5/8 - 1"3 Φ 1/2 + 1 Φ 5/8 5.850 22.93 3/4 - 1"
3 Φ 5/8 5.940 19.76
2 Φ 1/2 + 2 Φ 5/8 6.540 23.24 5/8 - 1"
1 Φ 1/2 + 3 Φ 5/8 7.230 23.56 1 Φ 1 + 1 Φ 5/84 Φ 5/8 7.920 23.89 2 Φ 1
2 Φ 1+ 1 Φ 5/8
1/2 - 3/4" Area (cm2) b min (cm) 2 Φ 1+ 2 Φ 5/8
1 Φ 1/2 + 1 Φ 3/4 4.140 15.63 3 Φ 1
2 Φ 1/2 + 1 Φ 3/4 5.430 19.44
2 Φ 3/4 5.700 16.27 3/4 - 1"
1 Φ 1/2 + 2 Φ 3/4 6.990 20.08 1 Φ 3/4 + 1 Φ 1
3 Φ 3/4 8.550 20.72 1 Φ 1 + 2 Φ 3/4
2 Φ 1/2 + 2 Φ 3/4 6.456 23.89 2 Φ 1 + 1 Φ 3/4
4 Φ 3/4 11.400 25.17 2 Φ 1+ 2 Φ 3/4
3. DETERMINACION DEL ACERO MINIMO
As min = ρ min * b * d
ρ min = 0.0024
As min = 2.361 cm²
4. DETERMINACION DEL ACERO MAXIMO
Pb = (0.723.f'c/fy)*(6300/(6300+fy))
Pb = 0.0217
Pmax = 0.75.Pb
As max = 15.899 cm²
5. DETERMINACION DEL REFUERZO EN LA VIGA
FORMULAS A. ACEROS POSITIVOS
0 = colocar As min1°
A-B
B-C
C-D
2°
A-B
B-C
C-D
PRIMER PISO PRIMER PISO
Mmax (+) 2.116 Tn-m Mmax (+) 2.187 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d
As = 1.507 cm² a =1.42 cm REPETIR As = 1.558 cm²
As = 1.849 cm² a =1.74 cm REPETIR As = 1.509 cm²
As = 1.857 cm² a =1.75 cm OK As = 1.508 cm²
As = 1.857 cm² As = 1.508 cm²
Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 1 Φ 1/2 + 1 Φ 3/8
SEGUNDO PISO PRIMER PISO
Mmax (+) 1.989 Tn-m Mmax (+) 3.227 Tn-m
b = 25.00 cm b = 25.00 cm
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d 3.91 cm Asumir: a = 0.10.d
As = 1.417 cm² 1.33 cm REPETIR As = 2.299 cm²
As = 1.369 cm² 1.29 cm REPETIR As = 2.246 cm²
As = 1.368 cm² 1.29 cm OK As = 2.244 cm²
As = 1.368 cm² As = 2.244 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 2 Φ 1/2
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 2.758 Tn-m Mmax (+) 1.245 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d 3.91 cm Asumir: a = 0.10.d
As = 1.964 cm² 1.85 cm REPETIR As = 0.887 cm²
As = 1.911 cm² 1.80 cm REPETIR As = 0.852 cm²
As = 1.910 cm² 1.80 cm OK As = 0.851 cm²
As = 1.910 cm² As = 0.851 cm²
Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 2 Φ 3/8
FORMULAS B. ACEROS NEGATIVOS
1°
M max
M max
M max
2°
M max
M max
M max
PRIMER PISO PRIMER PISO
Mmax (-) 4.772 Tn-m Mmax (-) 2.636 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d
As = 3.399 cm² a =3.20 cm REPETIR As = 1.877 cm²
As = 3.367 cm² a =3.17 cm REPETIR As = 1.825 cm²
As = 3.365 cm² a =3.17 cm OK As = 1.824 cm²
As = 3.365 cm² As = 1.824 cm²
Usar 3 Φ 1/2 3.870 cm² Usar 1 Φ 1/2 + 1 Φ 3/8
PRIMER PISO PRIMER PISO
Mmax (-) 3.831 Tn-m Mmax (-) 5.429 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d
As = 2.729 cm² a =2.57 cm REPETIR As = 3.867 cm²
As = 2.681 cm² a =2.52 cm REPETIR As = 3.853 cm²
As = 2.679 cm² a =2.52 cm OK As = 3.852 cm²
As = 2.679 cm² As = 3.852 cm²
Usar 1 Φ 1/2 + 2 Φ 3/8 2.710 cm² Usar 3 Φ 1/2
SEGUNDO PISO SEGUNDO PISO
Mmax (-) 3.450 Tn-m Mmax (-) 1.601 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d
As = 2.457 cm² a =2.31 cm REPETIR As = 1.140 cm²
As = 2.406 cm² a =2.26 cm REPETIR As = 1.098 cm²
As = 2.404 cm² a =2.26 cm OK As = 1.098 cm²
As = 2.404 cm² As = 1.098 cm²
Usar 2 Φ 1/2 2.580 cm² Usar 2 Φ 3/8
SEGUNDO PISO SEGUNDO PISO
Mmax (-) 3.263 Tn-m Mmax (-) 3.539 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d
As = 2.324 cm² a =2.19 cm REPETIR As = 2.521 cm²
As = 2.272 cm² a =2.14 cm REPETIR As = 2.470 cm²
As = 2.270 cm² a =2.14 cm OK As = 2.468 cm²
As = 2.270 cm² As = 2.468 cm²
Usar 2 Φ 1/2 2.580 cm² Usar 2 Φ 1/2
DISEÑO - PORTICOS PRINCIPALES
I. VIGAS - PORTICO PRINCIPAL 3-3
P TRAMOM° NEG. (Tn-m)
M° POS. (Tn-m)IZQ. DER.
1°
A-B 2.636 3.845 2.187
B-C 3.401 3.994 1.628
C-D 5.429 3.335 3.227
2°
A-B 1.601 2.689 1.530
B-C 2.508 2.859 1.245
C-D 3.539 2.610 2.101
1. DIMENSION Y PROPIEDADES DE LA VIGA
PERALTE EFECTIVO DE LA SECCIÓN
Aceros Diam.(Pulg) Diam. (cm)
Ф Asumo: 3/4 1.91
Ф Estribos: 3/8 0.95
d: 39.10 cm
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALESDIAMETRO Peso Area 1/2 - 3/8" Area (cm2) b min (cm)
cm Kg/m cm2 2 Φ 3/8 1.420 14.34
0.95 0.559 0.71 1 Φ 1/2 + 1 Φ 3/8 2.000 14.67
1.27 0.993 1.29 3 Φ 3/8 2.130 17.84
1.59 1.552 1.98 2 Φ 1/2 2.580 14.99
1.91 2.235 2.85 1 Φ 1/2 + 2 Φ 3/8 2.710 18.16
2.22 3.042 3.88 4 Φ 3/8 2.840 21.33
2.54 3.973 5.1 2 Φ 1/2 + 1 Φ 3/8 3.290 18.47
2.86 5.028 6.45 3 Φ 1/2 3.870 18.80
3.18 6.207 8.19 2 Φ 1/2 + 2 Φ 3/8 4.000 19.97
3.49 7.511 9.58 3 Φ 1/2 + 1 Φ 3/8 4.580 20.33
3.81 8.938 11.4 4 Φ 1/2 5.160 22.61
COMBINACIONES RECOMENDADAS 1/2 - 5/8" Area (cm2) b min (cm)
1 Φ 1/2 + 1 Φ 5/8 3.270 15.31
2 Φ 5/8 3.960 15.63
2 Φ 1/2 + 1 Φ 5/8 4.560 18.16
1 Φ 1/2 + 2 Φ 5/8 5.250 19.44
3 Φ 1/2 + 1 Φ 5/8 5.850 22.93
3 Φ 5/8 5.940 19.76
5/8 - 1" Area (cm2) b min (cm) 2 Φ 1/2 + 2 Φ 5/8 6.540 23.24
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
1 Φ 1 + 1 Φ 5/8 7.080 16.58 1 Φ 1/2 + 3 Φ 5/8 7.230 23.56
2 Φ 1 10.200 17.53 4 Φ 5/8 7.920 23.89
2 Φ 1+ 1 Φ 5/8 12.180 21.66
2 Φ 1+ 2 Φ 5/8 14.160 25.79 1/2 - 3/4" Area (cm2) b min (cm)
3 Φ 1 15.300 22.61 1 Φ 1/2 + 1 Φ 3/4 4.140 15.63
2 Φ 1/2 + 1 Φ 3/4 5.430 19.44
3/4 - 1" Area (cm2) b min (cm) 2 Φ 3/4 5.700 16.27
1 Φ 3/4 + 1 Φ 1 7.950 12.44 1 Φ 1/2 + 2 Φ 3/4 6.990 20.08
1 Φ 1 + 2 Φ 3/4 10.800 14.98 3 Φ 3/4 8.550 20.72
2 Φ 1 + 1 Φ 3/4 13.050 14.98 2 Φ 1/2 + 2 Φ 3/4 6.456 23.89
2 Φ 1+ 2 Φ 3/4 15.900 17.52 4 Φ 3/4 11.400 25.17
3. DETERMINACION DEL ACERO MINIMO
2 Φ 1/2 2.580 cm²
4. DETERMINACION DEL ACERO MAXIMO
(0.723.f'c/fy)*(6300/(6300+fy))
0.0163
2 Φ 1+ 2 Φ 3/4 15.900 cm²
5. DETERMINACION DEL REFUERZO EN LA VIGA
A. ACEROS POSITIVOS FORMULAS2.187 Tn-m 0 = colocar As min1.628 Tn-m
3.227 Tn-m
1.530 Tn-m
1.245 Tn-m
2.101 Tn-m
PRIMER PISO PRIMER PISO
Mmax (+) 1.628 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
a =1.47 cm REPETIR As = 1.160 cm² a =1.09 cm REPETIRa =1.42 cm REPETIR As = 1.117 cm² a =1.05 cm REPETIRa =1.42 cm OK As = 1.117 cm² a =1.05 cm OK
As = 1.117 cm²
1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 2 Φ 3/8 1.420 cm²
PRIMER PISO SEGUNDO PISO
Mmax (+) 1.530 Tn-m
b = 25.00 cm
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
d = 39.10 cm
Ф = 0.9
a =3.91 cm Asumir: a = 0.10.d 3.91 cm
a =2.16 cm REPETIR As = 1.090 cm² 1.03 cm REPETIRa =2.11 cm REPETIR As = 1.049 cm² 0.99 cm REPETIRa =2.11 cm OK As = 1.049 cm² 0.99 cm OK
As = 1.049 cm²
2 Φ 1/2 2.580 cm² Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 2.101 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
a =3.91 cm Asumir: a = 0.10.d 3.91 cm
a =0.83 cm REPETIR As = 1.497 cm² 1.41 cm REPETIRa =0.80 cm REPETIR As = 1.448 cm² 1.36 cm REPETIRa =0.80 cm OK As = 1.447 cm² 1.36 cm OK
As = 1.447 cm²
2 Φ 3/8 1.420 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
Izquierda Derecha FORMULAS2.636 Tn-m 3.845 Tn-m
3.401 Tn-m 3.994 Tn-m
5.429 Tn-m 3.335 Tn-m
1.601 Tn-m 2.689 Tn-m
2.508 Tn-m 2.859 Tn-m
3.539 Tn-m 2.610 Tn-m
PRIMER PISO PRIMER PISO
Mmax (-) 3.845 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
a =1.77 cm REPETIR As = 2.739 cm² a =2.58 cm REPETIRa =1.72 cm REPETIR As = 2.691 cm² a =2.53 cm REPETIRa =1.72 cm OK As = 2.689 cm² a =2.53 cm OK
As = 2.689 cm²
1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 1 Φ 1/2 + 2 Φ 3/8 2.710 cm²
PRIMER PISO PRIMER PISO
Mmax (-) 3.335 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
a =3.64 cm REPETIR As = 2.376 cm² a =2.24 cm REPETIRa =3.63 cm REPETIR As = 2.323 cm² a =2.19 cm REPETIRa =3.63 cm OK As = 2.322 cm² a =2.19 cm OK
As = 2.322 cm²
3 Φ 1/2 3.870 cm² Usar 2 Φ 1/2 2.580 cm²
SEGUNDO PISO SEGUNDO PISO
Mmax (-) 2.689 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
a =1.07 cm REPETIR As = 1.915 cm² a =1.80 cm REPETIRa =1.03 cm REPETIR As = 1.862 cm² a =1.75 cm REPETIRa =1.03 cm OK As = 1.861 cm² a =1.75 cm OK
As = 1.861 cm²
2 Φ 3/8 1.420 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
SEGUNDO PISO SEGUNDO PISO
Mmax (-) 2.610 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
a =2.37 cm REPETIR As = 1.859 cm² a =1.75 cm REPETIRa =2.32 cm REPETIR As = 1.807 cm² a =1.70 cm REPETIRa =2.32 cm OK As = 1.806 cm² a =1.70 cm OK
As = 1.806 cm²
2 Φ 1/2 2.580 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
DISEÑO - PORTICOS PRINCIPALES
I. VIGAS - PORTICO PRINCIPAL 4-4
P TRAMOM° NEG. (Tn-m)
IZQ. DER.
1°
A-B 2.339 3.516
B-C 3.336 3.879
C-D 4.993 3.049
2°
A-B 1.576 2.688
B-C 2.539 2.910
C-D 3.555 2.563
1. DIMENSION Y PROPIEDADES DE LA VIGA
b = 25.00 cm PERALTE EFECTIVO DE LA SECCIÓNh = 45.00 cm
f'c = 210 Kg/cm² Aceros Diam.(Pulg) Diam. (cm)
fy = 4200 Kg/cm² Ф Asumo: 3/4 1.91
β = 0.85 Ф Estribos: 3/8 0.95
r = 4.00 cm
d: 39.10 cm
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALESBARRA DIAMETRO Peso Area 1/2 - 3/8"
N° pulg cm Kg/m cm2 2 Φ 3/8
3 3/8 0.95 0.559 0.71 1 Φ 1/2 + 1 Φ 3/8
4 1/2 1.27 0.993 1.29 3 Φ 3/8
5 5/8 1.59 1.552 1.98 2 Φ 1/2
6 3/4 1.91 2.235 2.85 1 Φ 1/2 + 2 Φ 3/8
7 7/8 2.22 3.042 3.88 4 Φ 3/8
8 1 2.54 3.973 5.1 2 Φ 1/2 + 1 Φ 3/8
9 1 1/8 2.86 5.028 6.45 3 Φ 1/2
10 1 1/4 3.18 6.207 8.19 2 Φ 1/2 + 2 Φ 3/8
11 1 3/8 3.49 7.511 9.58 3 Φ 1/2 + 1 Φ 3/8
12 1 1/2 3.81 8.938 11.4 4 Φ 1/2
COMBINACIONES RECOMENDADAS 1/2 - 5/8"
1/2 - 3/8" 1 Φ 1/2 + 1 Φ 5/8
1/2 - 5/8" 2 Φ 5/8
1/2 - 3/4" 2 Φ 1/2 + 1 Φ 5/8
5/8 - 1" 1 Φ 1/2 + 2 Φ 5/8
3/4 - 1" 3 Φ 1/2 + 1 Φ 5/8
3 Φ 5/8
5/8 - 1" Area (cm2) b min (cm) 2 Φ 1/2 + 2 Φ 5/8
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
1 Φ 1 + 1 Φ 5/8 7.080 16.58 1 Φ 1/2 + 3 Φ 5/8
2 Φ 1 10.200 17.53 4 Φ 5/8
2 Φ 1+ 1 Φ 5/8 12.180 21.66
2 Φ 1+ 2 Φ 5/8 14.160 25.79 1/2 - 3/4"
3 Φ 1 15.300 22.61 1 Φ 1/2 + 1 Φ 3/4
2 Φ 1/2 + 1 Φ 3/4
3/4 - 1" Area (cm2) b min (cm) 2 Φ 3/4
1 Φ 3/4 + 1 Φ 1 7.950 12.44 1 Φ 1/2 + 2 Φ 3/4
1 Φ 1 + 2 Φ 3/4 10.800 14.98 3 Φ 3/4
2 Φ 1 + 1 Φ 3/4 13.050 14.98 2 Φ 1/2 + 2 Φ 3/4
2 Φ 1+ 2 Φ 3/4 15.900 17.52 4 Φ 3/4
3. DETERMINACION DEL ACERO MINIMO
As min = ρ min * b * d
ρ min = 0.0024
As min = 2.361 cm² 2 Φ 1/2 2.580 cm²
4. DETERMINACION DEL ACERO MAXIMO
Pb = (0.723.f'c/fy)*(6300/(6300+fy))
Pb = 0.0217
Pmax = 0.75.Pb 0.0163
As max = 15.899 cm² 2 Φ 1+ 2 Φ 3/4 15.900 cm²
5. DETERMINACION DEL REFUERZO EN LA VIGA
A. ACEROS POSITIVOS FORMULAS
1°
A-B 1.914 Tn-m 0 = colocar As minB-C 1.705 Tn-m
C-D 2.896 Tn-m
2°
A-B 1.565 Tn-m
B-C 1.227 Tn-m
C-D 2.148 Tn-m
PRIMER PISO PRIMER PISO
Mmax (+) 1.914 Tn-m Mmax (+) 1.705 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d
As = 1.363 cm² a =1.28 cm REPETIR As = 1.214 cm²
As = 1.317 cm² a =1.24 cm REPETIR As = 1.171 cm²
As = 1.316 cm² a =1.24 cm OK As = 1.170 cm²
As = 1.316 cm² As = 1.170 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 1 Φ 1/2 + 1 Φ 3/8
PRIMER PISO SEGUNDO PISO
Mmax (+) 2.896 Tn-m Mmax (+) 1.565 Tn-m
b = 25.00 cm b = 25.00 cm
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d
As = 2.063 cm² a =1.94 cm REPETIR As = 1.115 cm²
As = 2.010 cm² a =1.89 cm REPETIR As = 1.074 cm²
As = 2.009 cm² a =1.89 cm OK As = 1.073 cm²
As = 1.861 cm² As = 1.073 cm²
Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 2 Φ 3/8
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 1.227 Tn-m Mmax (+) 2.148 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d
As = 0.874 cm² a =0.82 cm REPETIR As = 1.530 cm²
As = 0.839 cm² a =0.79 cm REPETIR As = 1.481 cm²
As = 0.839 cm² a =0.79 cm OK As = 1.480 cm²
As = 0.839 cm² As = 1.480 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 1 Φ 1/2 + 1 Φ 3/8
B. ACEROS NEGATIVOS Izquierda Derecha FORMULAS
1°
M max 2.339 Tn-m 3.516 Tn-m
M max 3.336 Tn-m 3.879 Tn-m
M max 4.993 Tn-m 3.049 Tn-m
2°
M max 1.576 Tn-m 2.688 Tn-m
M max 2.539 Tn-m 2.910 Tn-m
M max 3.555 Tn-m 2.563 Tn-m
PRIMER PISO PRIMER PISO
Mmax (-) 2.339 Tn-m Mmax (-) 3.516 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d
As = 1.666 cm² a =1.57 cm REPETIR As = 2.505 cm²
As = 1.615 cm² a =1.52 cm REPETIR As = 2.453 cm²
As = 1.614 cm² a =1.52 cm OK As = 2.452 cm²
As = 1.614 cm² As = 2.452 cm²
Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 2 Φ 1/2
PRIMER PISO PRIMER PISO
Mmax (-) 4.993 Tn-m Mmax (-) 3.049 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d
As = 3.556 cm² a =3.35 cm REPETIR As = 2.172 cm²
As = 3.529 cm² a =3.32 cm REPETIR As = 2.119 cm²
As = 3.528 cm² a =3.32 cm OK As = 2.117 cm²
As = 3.528 cm² As = 2.117 cm²
Usar 3 Φ 1/2 3.870 cm² Usar 3 Φ 3/8
SEGUNDO PISO SEGUNDO PISO
Mmax (-) 1.576 Tn-m Mmax (-) 2.688 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d
As = 1.122 cm² a =1.06 cm REPETIR As = 1.915 cm²
As = 1.081 cm² a =1.02 cm REPETIR As = 1.862 cm²
As = 1.080 cm² a =1.02 cm OK As = 1.861 cm²
As = 1.080 cm² As = 1.861 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 1 Φ 1/2 + 1 Φ 3/8
SEGUNDO PISO SEGUNDO PISO
Mmax (-) 3.555 Tn-m Mmax (-) 2.563 Tn-m
b = 25.00 cm b = 25.00 cm
d = 39.10 cm d = 39.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =3.91 cm Asumir: a = 0.10.d
As = 2.532 cm² a =2.38 cm REPETIR As = 1.826 cm²
As = 2.481 cm² a =2.33 cm REPETIR As = 1.774 cm²
As = 2.479 cm² a =2.33 cm OK As = 1.773 cm²
As = 2.479 cm² As = 1.772 cm²
Usar 2 Φ 1/2 2.580 cm² Usar 1 Φ 1/2 + 1 Φ 3/8
DISEÑO - PORTICOS PRINCIPALES DISEÑO - PORTICOS PRINCIPALES
I. VIGAS - PORTICO PRINCIPAL 4-4 I. VIGAS - PORTICO PRINCIPAL 5-5
M° POS. (Tn-m) P
1.914
1°1.705
2.896
1.565
2°1.227
2.148
1. DIMENSION Y PROPIEDADES DE LA VIGA
b = 25.00 cm PERALTE EFECTIVO DE LA SECCIÓNh = 45.00 cm
f'c = 210 Kg/cm² Aceros
fy = 4200 Kg/cm² Ф Asumo:
β = 0.85 Ф Estribos:
r = 4.00 cm
d:
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALES 1/2 - 3/8" Area (cm2) b min (cm) BARRA DIAMETRO Peso
2 Φ 3/8 1.420 14.34 N° pulg cm Kg/m
1 Φ 1/2 + 1 Φ 3/8 2.000 14.67 3 3/8 0.95 0.559
3 Φ 3/8 2.130 17.84 4 1/2 1.27 0.993
2 Φ 1/2 2.580 14.99 5 5/8 1.59 1.552
1 Φ 1/2 + 2 Φ 3/8 2.710 18.16 6 3/4 1.91 2.235
4 Φ 3/8 2.840 21.33 7 7/8 2.22 3.042
2 Φ 1/2 + 1 Φ 3/8 3.290 18.47 8 1 2.54 3.973
3 Φ 1/2 3.870 18.80 9 1 1/8 2.86 5.028
2 Φ 1/2 + 2 Φ 3/8 4.000 19.97 10 1 1/4 3.18 6.207
3 Φ 1/2 + 1 Φ 3/8 4.580 20.33 11 1 3/8 3.49 7.511
4 Φ 1/2 5.160 22.61 12 1 1/2 3.81 8.938
1/2 - 5/8" Area (cm2) b min (cm) COMBINACIONES RECOMENDADAS
1 Φ 1/2 + 1 Φ 5/8 3.270 15.31 1/2 - 3/8"2 Φ 5/8 3.960 15.63 1/2 - 5/8"
2 Φ 1/2 + 1 Φ 5/8 4.560 18.16 1/2 - 3/4"1 Φ 1/2 + 2 Φ 5/8 5.250 19.44 5/8 - 1"3 Φ 1/2 + 1 Φ 5/8 5.850 22.93 3/4 - 1"
3 Φ 5/8 5.940 19.76
2 Φ 1/2 + 2 Φ 5/8 6.540 23.24 5/8 - 1" Area (cm2)
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
1 Φ 1/2 + 3 Φ 5/8 7.230 23.56 1 Φ 1 + 1 Φ 5/8 7.080
4 Φ 5/8 7.920 23.89 2 Φ 1 10.200
2 Φ 1+ 1 Φ 5/8 12.180
1/2 - 3/4" Area (cm2) b min (cm) 2 Φ 1+ 2 Φ 5/8 14.160
1 Φ 1/2 + 1 Φ 3/4 4.140 15.63 3 Φ 1 15.300
2 Φ 1/2 + 1 Φ 3/4 5.430 19.44
2 Φ 3/4 5.700 16.27 3/4 - 1" Area (cm2)
1 Φ 1/2 + 2 Φ 3/4 6.990 20.08 1 Φ 3/4 + 1 Φ 1 7.950
3 Φ 3/4 8.550 20.72 1 Φ 1 + 2 Φ 3/4 10.800
2 Φ 1/2 + 2 Φ 3/4 6.456 23.89 2 Φ 1 + 1 Φ 3/4 13.050
4 Φ 3/4 11.400 25.17 2 Φ 1+ 2 Φ 3/4 15.900
3. DETERMINACION DEL ACERO MINIMO
As min = ρ min * b * d
ρ min = 0.0024
As min = 2.361 cm² 2 Φ 1/2
4. DETERMINACION DEL ACERO MAXIMO
Pb = (0.723.f'c/fy)*(6300/(6300+fy))
Pb = 0.0217
Pmax = 0.75.Pb 0.0163
As max = 15.899 cm² 2 Φ 1+ 2 Φ 3/4
5. DETERMINACION DEL REFUERZO EN LA VIGA
A. ACEROS POSITIVOS
1°
A-B 2.795 Tn-m
B-C 2.140 Tn-m
C-D 4.119 Tn-m
2°
A-B 2.077 Tn-m
B-C 1.674 Tn-m
C-D 2.854 Tn-m
PRIMER PISO PRIMER PISO
Mmax (+) 2.795 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
a =1.14 cm REPETIR As = 1.991 cm² a =1.87 cm REPETIRa =1.10 cm REPETIR As = 1.938 cm² a =1.82 cm REPETIRa =1.10 cm OK As = 1.937 cm² a =1.82 cm OK
As = 1.937 cm²
1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
SEGUNDO PISO PRIMER PISO
Mmax (+) 4.119 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
3.91 cm Asumir: a = 0.10.d a =3.91 cm
1.05 cm REPETIR As = 2.934 cm² a =2.76 cm REPETIR1.01 cm REPETIR As = 2.889 cm² a =2.72 cm REPETIR1.01 cm OK As = 2.887 cm² a =2.72 cm OK
As = 2.887 cm²
2 Φ 3/8 1.420 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 1.674 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
3.91 cm Asumir: a = 0.10.d a =3.91 cm
1.44 cm REPETIR As = 1.192 cm² a =1.12 cm REPETIR1.39 cm REPETIR As = 1.149 cm² a =1.08 cm REPETIR1.39 cm OK As = 1.149 cm² a =1.08 cm OK
As = 1.149 cm²
1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 2 Φ 3/8 1.420 cm²
B. ACEROS NEGATIVOS Izquierda Derecha
1°
M max 3.381 Tn-m 4.928 Tn-m
M max 4.406 Tn-m 5.148 Tn-m
M max 6.942 Tn-m 4.287 Tn-m
2°
M max 2.134 Tn-m 3.619 Tn-m
M max 3.385 Tn-m 3.874 Tn-m
M max 4.770 Tn-m 3.470 Tn-m
PRIMER PISO PRIMER PISO
Mmax (-) 3.381 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
a =2.36 cm REPETIR As = 2.409 cm² a =2.27 cm REPETIRa =2.31 cm REPETIR As = 2.356 cm² a =2.22 cm REPETIRa =2.31 cm OK As = 2.355 cm² a =2.22 cm OK
As = 2.355 cm²
2 Φ 1/2 2.580 cm² Usar 2 Φ 1/2 2.580 cm²
PRIMER PISO PRIMER PISO
Mmax (-) 6.942 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
a =2.04 cm REPETIR As = 4.945 cm² a =4.65 cm REPETIRa =1.99 cm REPETIR As = 4.995 cm² a =4.70 cm REPETIRa =1.99 cm OK As = 4.998 cm² a =4.70 cm OK
As = 4.998 cm²
3 Φ 3/8 2.130 cm² Usar 1 Φ 1/2 + 2 Φ 5/8 5.250 cm²
SEGUNDO PISO SEGUNDO PISO
Mmax (-) 2.134 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
a =1.80 cm REPETIR As = 1.520 cm² a =1.43 cm REPETIRa =1.75 cm REPETIR As = 1.471 cm² a =1.38 cm REPETIRa =1.75 cm OK As = 1.470 cm² a =1.38 cm OK
As = 1.470 cm²
1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
SEGUNDO PISO SEGUNDO PISO
Mmax (-) 4.770 Tn-m
b = 25.00 cm
d = 39.10 cm
Ф = 0.9
a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
a =1.72 cm REPETIR As = 3.398 cm² a =3.20 cm REPETIRa =1.67 cm REPETIR As = 3.366 cm² a =3.17 cm REPETIRa =1.67 cm OK As = 3.364 cm² a =3.17 cm OK
As = 3.364 cm²
1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 3 Φ 1/2 3.870 cm²
DISEÑO - PORTICOS PRINCIPALES DISEÑO - PORTICOS PRINCIPALES
I. VIGAS - PORTICO PRINCIPAL 5-5
TRAMOM° NEG. (Tn-m)
M° POS. (Tn-m)IZQ. DER.
A-B 3.381 4.928 2.795
B-C 4.406 5.148 2.140
C-D 6.942 4.287 4.119
A-B 2.134 3.619 2.077
B-C 3.385 3.874 1.674
C-D 4.770 3.470 2.854
1. DIMENSION Y PROPIEDADES DE LA VIGA
PERALTE EFECTIVO DE LA SECCIÓN b =
h =
Diam.(Pulg) Diam. (cm) f'c =
3/4 1.91 fy =
3/8 0.95 β =
r =
39.10 cm
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALES ACEROS COMERCIALESArea 1/2 - 3/8" Area (cm2) b min (cm) BARRA
cm2 2 Φ 3/8 1.420 14.34 N°
0.71 1 Φ 1/2 + 1 Φ 3/8 2.000 14.67 3
1.29 3 Φ 3/8 2.130 17.84 4
1.98 2 Φ 1/2 2.580 14.99 5
2.85 1 Φ 1/2 + 2 Φ 3/8 2.710 18.16 6
3.88 4 Φ 3/8 2.840 21.33 7
5.1 2 Φ 1/2 + 1 Φ 3/8 3.290 18.47 8
6.45 3 Φ 1/2 3.870 18.80 9
8.19 2 Φ 1/2 + 2 Φ 3/8 4.000 19.97 10
9.58 3 Φ 1/2 + 1 Φ 3/8 4.580 20.33 11
11.4 4 Φ 1/2 5.160 22.61 12
COMBINACIONES RECOMENDADAS 1/2 - 5/8" Area (cm2) b min (cm)
1 Φ 1/2 + 1 Φ 5/8 3.270 15.31
2 Φ 5/8 3.960 15.63
2 Φ 1/2 + 1 Φ 5/8 4.560 18.16
1 Φ 1/2 + 2 Φ 5/8 5.250 19.44
3 Φ 1/2 + 1 Φ 5/8 5.850 22.93
3 Φ 5/8 5.940 19.76
b min (cm) 2 Φ 1/2 + 2 Φ 5/8 6.540 23.24
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
16.58 1 Φ 1/2 + 3 Φ 5/8 7.230 23.56
17.53 4 Φ 5/8 7.920 23.89
21.66
25.79 1/2 - 3/4" Area (cm2) b min (cm)
22.61 1 Φ 1/2 + 1 Φ 3/4 4.140 15.63
2 Φ 1/2 + 1 Φ 3/4 5.430 19.44
b min (cm) 2 Φ 3/4 5.700 16.27
12.44 1 Φ 1/2 + 2 Φ 3/4 6.990 20.08
14.98 3 Φ 3/4 8.550 20.72
14.98 2 Φ 1/2 + 2 Φ 3/4 6.456 23.89
17.52 4 Φ 3/4 11.400 25.17
3. DETERMINACION DEL ACERO MINIMO
As min =
ρ min =
2.580 cm² As min =
4. DETERMINACION DEL ACERO MAXIMO
Pb =
Pb =
Pmax =
15.900 cm² As max =
5. DETERMINACION DEL REFUERZO EN LA VIGA
FORMULAS A. ACEROS POSITIVOS
0 = colocar As min1°
2°
PRIMER PISO PRIMER PISO
Mmax (+) 2.140 Tn-m Mmax (+)
b = 25.00 cm b =
d = 39.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =3.91 cm Asumir:
As = 1.525 cm² a =1.43 cm REPETIR As =
As = 1.476 cm² a =1.39 cm REPETIR As =
As = 1.475 cm² a =1.39 cm OK As =
As = 1.475 cm² As =
Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar
SEGUNDO PISO PRIMER PISO
Mmax (+) 2.077 Tn-m Mmax (+)
b = 25.00 cm b =
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
d = 39.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d 3.91 cm Asumir:
As = 1.479 cm² 1.39 cm REPETIR As =
As = 1.431 cm² 1.35 cm REPETIR As =
As = 1.430 cm² 1.35 cm OK As =
As = 1.430 cm² As =
Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 2.854 Tn-m Mmax (+)
b = 25.00 cm b =
d = 39.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d 3.91 cm Asumir:
As = 2.033 cm² 1.91 cm REPETIR As =
As = 1.980 cm² 1.86 cm REPETIR As =
As = 1.979 cm² 1.86 cm OK As =
As = 1.979 cm² As =
Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar
FORMULAS B. ACEROS NEGATIVOS
1°
2°
PRIMER PISO PRIMER PISO
Mmax (-) 4.928 Tn-m Mmax (-)
b = 25.00 cm b =
d = 39.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =3.91 cm Asumir:
As = 3.510 cm² a =3.30 cm REPETIR As =
As = 3.482 cm² a =3.28 cm REPETIR As =
As = 3.481 cm² a =3.28 cm OK As =
As = 3.481 cm² As =
Usar 3 Φ 1/2 3.870 cm² Usar
PRIMER PISO PRIMER PISO
Mmax (-) 4.287 Tn-m Mmax (-)
b = 25.00 cm b =
d = 39.10 cm d =
Ф = 0.9 Ф =
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
Asumir: a = 0.10.d a =3.91 cm Asumir:
As = 3.053 cm² a =2.87 cm REPETIR As =
As = 3.012 cm² a =2.83 cm REPETIR As =
As = 3.010 cm² a =2.83 cm OK As =
As = 3.010 cm² As =
Usar 2 Φ 1/2 + 1 Φ 3/8 3.290 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (-) 3.619 Tn-m Mmax (-)
b = 25.00 cm b =
d = 39.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =3.91 cm Asumir:
As = 2.578 cm² a =2.43 cm REPETIR As =
As = 2.527 cm² a =2.38 cm REPETIR As =
As = 2.526 cm² a =2.38 cm OK As =
As = 2.526 cm² As =
Usar 2 Φ 1/2 2.580 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (-) 3.470 Tn-m Mmax (-)
b = 25.00 cm b =
d = 39.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =3.91 cm Asumir:
As = 2.472 cm² a =2.33 cm REPETIR As =
As = 2.420 cm² a =2.28 cm REPETIR As =
As = 2.419 cm² a =2.28 cm OK As =
As = 2.418 cm² As =
Usar 2 Φ 1/2 2.580 cm² Usar
DISEÑO - PORTICOS PRINCIPALES
I. VIGAS - PORTICO PRINCIPAL 6-6
P TRAMOM° NEG. (Tn-m)
M° POS. (Tn-m)IZQ. DER.
1°
A-B 2.182 3.253 1.782
B-C 3.006 3.484 1.492
C-D 4.551 2.790 2.638
2°
A-B 1.437 2.438 1.398
B-C 2.275 2.613 1.093
C-D 3.223 2.329 1.926
1. DIMENSION Y PROPIEDADES DE LA VIGA
25.00 cm PERALTE EFECTIVO DE LA SECCIÓN45.00 cm
210 Kg/cm² Aceros Diam.(Pulg) Diam. (cm)
4200 Kg/cm² Ф Asumo: 3/4 1.91
0.85 Ф Estribos: 3/8 0.95
4.00 cm
d: 39.10 cm
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALESDIAMETRO Peso Area 1/2 - 3/8" Area (cm2)
pulg cm Kg/m cm2 2 Φ 3/8 1.420
3/8 0.95 0.559 0.71 1 Φ 1/2 + 1 Φ 3/8 2.000
1/2 1.27 0.993 1.29 3 Φ 3/8 2.130
5/8 1.59 1.552 1.98 2 Φ 1/2 2.580
3/4 1.91 2.235 2.85 1 Φ 1/2 + 2 Φ 3/8 2.710
7/8 2.22 3.042 3.88 4 Φ 3/8 2.840
1 2.54 3.973 5.1 2 Φ 1/2 + 1 Φ 3/8 3.290
1 1/8 2.86 5.028 6.45 3 Φ 1/2 3.870
1 1/4 3.18 6.207 8.19 2 Φ 1/2 + 2 Φ 3/8 4.000
1 3/8 3.49 7.511 9.58 3 Φ 1/2 + 1 Φ 3/8 4.580
1 1/2 3.81 8.938 11.4 4 Φ 1/2 5.160
COMBINACIONES RECOMENDADAS 1/2 - 5/8" Area (cm2)
1/2 - 3/8" 1 Φ 1/2 + 1 Φ 5/8 3.270
1/2 - 5/8" 2 Φ 5/8 3.960
1/2 - 3/4" 2 Φ 1/2 + 1 Φ 5/8 4.560
5/8 - 1" 1 Φ 1/2 + 2 Φ 5/8 5.250
3/4 - 1" 3 Φ 1/2 + 1 Φ 5/8 5.850
3 Φ 5/8 5.940
5/8 - 1" Area (cm2) b min (cm) 2 Φ 1/2 + 2 Φ 5/8 6.540
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
1 Φ 1 + 1 Φ 5/8 7.080 16.58 1 Φ 1/2 + 3 Φ 5/8 7.230
2 Φ 1 10.200 17.53 4 Φ 5/8 7.920
2 Φ 1+ 1 Φ 5/8 12.180 21.66
2 Φ 1+ 2 Φ 5/8 14.160 25.79 1/2 - 3/4" Area (cm2)
3 Φ 1 15.300 22.61 1 Φ 1/2 + 1 Φ 3/4 4.140
2 Φ 1/2 + 1 Φ 3/4 5.430
3/4 - 1" Area (cm2) b min (cm) 2 Φ 3/4 5.700
1 Φ 3/4 + 1 Φ 1 7.950 12.44 1 Φ 1/2 + 2 Φ 3/4 6.990
1 Φ 1 + 2 Φ 3/4 10.800 14.98 3 Φ 3/4 8.550
2 Φ 1 + 1 Φ 3/4 13.050 14.98 2 Φ 1/2 + 2 Φ 3/4 6.456
2 Φ 1+ 2 Φ 3/4 15.900 17.52 4 Φ 3/4 11.400
3. DETERMINACION DEL ACERO MINIMO
ρ min * b * d
0.0024
2.361 cm² 2 Φ 1/2 2.580 cm²
4. DETERMINACION DEL ACERO MAXIMO
(0.723.f'c/fy)*(6300/(6300+fy))
0.0217
0.75.Pb 0.0163
15.899 cm² 2 Φ 1+ 2 Φ 3/4 15.900 cm²
5. DETERMINACION DEL REFUERZO EN LA VIGA
A. ACEROS POSITIVOS FORMULASA-B 1.782 Tn-m 0 = colocar As minB-C 1.492 Tn-m
C-D 2.638 Tn-m
A-B 1.398 Tn-m
B-C 1.093 Tn-m
C-D 1.926 Tn-m
PRIMER PISO PRIMER PISO
1.782 Tn-m Mmax (+) 1.492 Tn-m
25.00 cm b = 25.00 cm
39.10 cm d = 39.10 cm
0.9 Ф = 0.9
a = 0.10.d a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
1.269 cm² a =1.19 cm REPETIR As = 1.063 cm² a =1.00 cm REPETIR1.225 cm² a =1.15 cm REPETIR As = 1.023 cm² a =0.96 cm REPETIR1.224 cm² a =1.15 cm OK As = 1.022 cm² a =0.96 cm OK1.224 cm² As = 1.022 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
PRIMER PISO SEGUNDO PISO
2.638 Tn-m Mmax (+) 1.398 Tn-m
25.00 cm b = 25.00 cm
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
39.10 cm d = 39.10 cm
0.9 Ф = 0.9
a = 0.10.d a =3.91 cm Asumir: a = 0.10.d 3.91 cm
1.879 cm² a =1.77 cm REPETIR As = 0.996 cm² 0.94 cm REPETIR1.827 cm² a =1.72 cm REPETIR As = 0.957 cm² 0.90 cm REPETIR1.825 cm² a =1.72 cm OK As = 0.957 cm² 0.90 cm OK1.825 cm² As = 0.957 cm²
1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO SEGUNDO PISO
1.093 Tn-m Mmax (+) 1.926 Tn-m
25.00 cm b = 25.00 cm
39.10 cm d = 39.10 cm
0.9 Ф = 0.9
a = 0.10.d a =3.91 cm Asumir: a = 0.10.d 3.91 cm
0.779 cm² a =0.73 cm REPETIR As = 1.372 cm² 1.29 cm REPETIR0.747 cm² a =0.70 cm REPETIR As = 1.325 cm² 1.25 cm REPETIR0.746 cm² a =0.70 cm OK As = 1.324 cm² 1.25 cm OK0.746 cm² As = 1.324 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
B. ACEROS NEGATIVOS Izquierda Derecha FORMULASM max 2.182 Tn-m 3.253 Tn-m
M max 3.006 Tn-m 3.484 Tn-m
M max 4.551 Tn-m 2.790 Tn-m
M max 1.437 Tn-m 2.438 Tn-m
M max 2.275 Tn-m 2.613 Tn-m
M max 3.223 Tn-m 2.329 Tn-m
PRIMER PISO PRIMER PISO
2.182 Tn-m Mmax (-) 3.253 Tn-m
25.00 cm b = 25.00 cm
39.10 cm d = 39.10 cm
0.9 Ф = 0.9
a = 0.10.d a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
1.554 cm² a =1.46 cm REPETIR As = 2.317 cm² a =2.18 cm REPETIR1.504 cm² a =1.42 cm REPETIR As = 2.264 cm² a =2.13 cm REPETIR1.504 cm² a =1.42 cm OK As = 2.263 cm² a =2.13 cm OK1.504 cm² As = 2.263 cm²
1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 2 Φ 1/2 2.580 cm²
PRIMER PISO PRIMER PISO
4.551 Tn-m Mmax (-) 2.790 Tn-m
25.00 cm b = 25.00 cm
39.10 cm d = 39.10 cm
0.9 Ф = 0.9
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
bcf
fyAsa
.'.85.0
.
a = 0.10.d a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
3.241 cm² a =3.05 cm REPETIR As = 1.987 cm² a =1.87 cm REPETIR3.204 cm² a =3.02 cm REPETIR As = 1.934 cm² a =1.82 cm REPETIR3.203 cm² a =3.01 cm OK As = 1.933 cm² a =1.82 cm OK
3.203 cm² As = 1.933 cm²
2 Φ 1/2 + 1 Φ 3/8 3.290 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
SEGUNDO PISO SEGUNDO PISO
1.437 Tn-m Mmax (-) 2.438 Tn-m
25.00 cm b = 25.00 cm
39.10 cm d = 39.10 cm
0.9 Ф = 0.9
a = 0.10.d a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
1.023 cm² a =0.96 cm REPETIR As = 1.736 cm² a =1.63 cm REPETIR0.984 cm² a =0.93 cm REPETIR As = 1.685 cm² a =1.59 cm REPETIR0.984 cm² a =0.93 cm OK As = 1.684 cm² a =1.58 cm OK
0.984 cm² As = 1.684 cm²
2 Φ 3/8 1.420 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
SEGUNDO PISO SEGUNDO PISO
3.223 Tn-m Mmax (-) 2.329 Tn-m
25.00 cm b = 25.00 cm
39.10 cm d = 39.10 cm
0.9 Ф = 0.9
a = 0.10.d a =3.91 cm Asumir: a = 0.10.d a =3.91 cm
2.295 cm² a =2.16 cm REPETIR As = 1.659 cm² a =1.56 cm REPETIR2.243 cm² a =2.11 cm REPETIR As = 1.608 cm² a =1.51 cm REPETIR2.241 cm² a =2.11 cm OK As = 1.607 cm² a =1.51 cm OK2.241 cm² As = 1.607 cm²
2 Φ 1/2 2.580 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
DISEÑO - PORTICOS PRINCIPALES
b min (cm)
14.34
14.67
17.84
14.99
18.16
21.33
18.47
18.80
19.97
20.33
22.61
b min (cm)
15.31
15.63
18.16
19.44
22.93
19.76
23.24
23.56
23.89
b min (cm)
15.63
19.44
16.27
20.08
20.72
23.89
25.17
DISEÑO - PORTICOS SECUNDARIOS
I. VIGAS - PORTICO PRINCIPAL A - A
P TRAMO L Wu
1°
4.6 1.277
3.65 1.277
Viga 3 - 4 2.65 0.294
Viga 4 - 5 3.8 1.277
Viga 5 - 6 4.95 1.277
2°
4.6 0.294
3.65 0.294
Viga 3 - 4 2.65 0.294
Viga 4 - 5 3.8 0.294
Viga 5 - 6 4.95 0.294
1. DIMENSION Y PROPIEDADES DE LA VIGA
b = 25.00 cm PERALTE EFECTIVO DE LA SECCIÓNh = 35.00 cm
f'c = 210 Kg/cm² Aceros Diam.(Pulg) Diam. (cm)
fy = 4200 Kg/cm² Ф Asumo: 3/4 1.91
β = 0.85 Ф Estribos: 3/8 0.95
r = 4.00 cm
d: 29.10 cm
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALESBARRA DIAMETRO Peso Area 1/2 - 3/8"
N° pulg cm Kg/m cm2 2 Φ 3/8
3 3/8 0.95 0.559 0.71 1 Φ 1/2 + 1 Φ 3/8
4 1/2 1.27 0.993 1.29 3 Φ 3/8
5 5/8 1.59 1.552 1.98 2 Φ 1/2
6 3/4 1.91 2.235 2.85 1 Φ 1/2 + 2 Φ 3/8
7 7/8 2.22 3.042 3.88 4 Φ 3/8
8 1 2.54 3.973 5.1 2 Φ 1/2 + 1 Φ 3/8
9 1 1/8 2.86 5.028 6.45 3 Φ 1/2
10 1 1/4 3.18 6.207 8.19 2 Φ 1/2 + 2 Φ 3/8
11 1 3/8 3.49 7.511 9.58 3 Φ 1/2 + 1 Φ 3/8
12 1 1/2 3.81 8.938 11.4 4 Φ 1/2
COMBINACIONES RECOMENDADAS 1/2 - 5/8"
1/2 - 3/8" 1 Φ 1/2 + 1 Φ 5/8
1/2 - 5/8" 2 Φ 5/8
1/2 - 3/4" 2 Φ 1/2 + 1 Φ 5/8
Viga 1 - 2
Viga 2 - 3
Viga 1 - 2
Viga 2 - 3
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
5/8 - 1" 1 Φ 1/2 + 2 Φ 5/8
3/4 - 1" 3 Φ 1/2 + 1 Φ 5/8
3 Φ 5/8
5/8 - 1" Area (cm2) 2 Φ 1/2 + 2 Φ 5/8
1 Φ 1 + 1 Φ 5/8 7.080 1 Φ 1/2 + 3 Φ 5/8
2 Φ 1 10.200 4 Φ 5/8
2 Φ 1+ 1 Φ 5/8 12.180
2 Φ 1+ 2 Φ 5/8 14.160 1/2 - 3/4"
3 Φ 1 15.300 1 Φ 1/2 + 1 Φ 3/4
2 Φ 1/2 + 1 Φ 3/4
3/4 - 1" Area (cm2) 2 Φ 3/4
1 Φ 3/4 + 1 Φ 1 7.950 1 Φ 1/2 + 2 Φ 3/4
1 Φ 1 + 2 Φ 3/4 10.800 3 Φ 3/4
2 Φ 1 + 1 Φ 3/4 13.050 2 Φ 1/2 + 2 Φ 3/4
2 Φ 1+ 2 Φ 3/4 15.900 4 Φ 3/4
3. DETERMINACION DEL ACERO MINIMO
As min = ρ min * b * d
ρ min = 0.0024
As min = 1.757 cm² 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
4. DETERMINACION DEL ACERO MAXIMO
Pb = (0.723.f'c/fy)*(6300/(6300+fy))
Pb = 0.0217
Pmax = 0.75.Pb 0.0163
As max = 11.833 cm² 2 Φ 1+ 1 Φ 5/8 12.180 cm²
5. DETERMINACION DEL REFUERZO EN LA VIGA
A. ACEROS POSITIVOS FORMULAS
1°
1.833 Tn-m
0.631 Tn-m
Viga 3 - 4 0.182 Tn-m
Viga 4 - 5 0.729 Tn-m
Viga 5 - 6 1.728 Tn-m
2°
0.228 Tn-m
0.176 Tn-m
Viga 3 - 4 0.066 Tn-m
Viga 4 - 5 0.165 Tn-m
Viga 5 - 6 0.347 Tn-m
PRIMER PISO PRIMER PISO
Mmax (+) 1.833 Tn-m Mmax (+) 0.631 Tn-m
b = 25.00 cm b = 25.00 cm
d = 29.10 cm d = 29.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =2.91 cm Asumir: a = 0.10.d
As = 1.755 cm² a =1.65 cm REPETIR As = 0.604 cm²
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
Viga 1 - 2
Viga 2 - 3
Viga 1 - 2
Viga 2 - 3
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
As = 1.716 cm² a =1.61 cm REPETIR As = 0.579 cm²
As = 1.714 cm² a =1.61 cm OK As = 0.579 cm²
As = 1.714 cm² As = 0.579 cm²
Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 2 Φ 3/8
PRIMER PISO PRIMER PISO
Mmax (+) 0.182 Tn-m Mmax (+) 0.729 Tn-m
b = 25.00 cm b = 25.00 cm
d = 29.10 cm d = 29.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =2.91 cm Asumir: a = 0.10.d
As = 0.174 cm² a =0.16 cm REPETIR As = 0.697 cm²
º 0.166 cm² a =0.16 cm OK As = 0.670 cm²
As = 0.166 cm² As = 0.670 cm²
As = 0.670 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8
PRIMER PISO SEGUNDO PISO
Mmax (+) 1.728 Tn-m Mmax (+) 0.228 Tn-m
b = 25.00 cm b = 25.00 cm
d = 29.10 cm d = 29.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =2.91 cm Asumir: a = 0.10.d
As = 1.654 cm² a =1.56 cm REPETIR As = 0.219 cm²
As = 1.614 cm² a =1.52 cm REPETIR As = 0.208 cm²
As = 1.613 cm² a =1.52 cm OK As = 0.208 cm²
As = 1.613 cm²
Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 2 Φ 3/8
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.176 Tn-m Mmax (+) 0.066 Tn-m
b = 25.00 cm b = 25.00 cm
d = 29.10 cm d = 29.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =2.91 cm Asumir: a = 0.10.d
As = 0.168 cm² a =0.16 cm REPETIR As = 0.063 cm²
As = 0.160 cm² a =0.15 cm OK As = 0.060 cm²
As = 0.160 cm² As = 0.060 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.165 Tn-m Mmax (+) 0.347 Tn-m
b = 25.00 cm b = 25.00 cm
d = 29.10 cm d = 29.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =2.91 cm Asumir: a = 0.10.d
As = 0.158 cm² a =0.15 cm REPETIR As = 0.332 cm²
As = 0.150 cm² a =0.14 cm OK As = 0.318 cm²
As = 0.150 cm² As = 0.317 cm²
As = 0.317 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8
B. ACEROS NEGATIVOS Izquierda Derecha FORMULAS
1°
M max 0.225 Tn-m 2.862 Tn-m
M max 2.275 Tn-m 0.715 Tn-m
M max 0.389 Tn-m 0.492 Tn-m
M max 0.860 Tn-m 2.291 Tn-m
M max 2.816 Tn-m 1.550 Tn-m
2°
M max 0.621 Tn-m 0.477 Tn-m
M max 0.325 Tn-m 0.302 Tn-m
M max 0.200 Tn-m 0.184 Tn-m
M max 0.294 Tn-m 0.438 Tn-m
M max 0.611 Tn-m 0.495 Tn-m
PRIMER PISO PRIMER PISO
Mmax (+) 0.225 Tn-m Mmax (+) 2.862 Tn-m
b = 25.00 cm b = 25.00 cm
d = 29.10 cm d = 29.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =2.91 cm Asumir: a = 0.10.d
As = 0.216 cm² a =0.20 cm REPETIR As = 2.740 cm²
As = 0.206 cm² a =0.19 cm As = 2.723 cm²
As = 0.206 cm² As = 2.722 cm²
As = 2.722 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 4 Φ 3/8
PRIMER PISO PRIMER PISO
Mmax (+) 0.715 Tn-m Mmax (+) 0.860 Tn-m
b = 25.00 cm b = 25.00 cm
d = 29.10 cm d = 29.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =2.91 cm Asumir: a = 0.10.d
As = 0.684 cm² a =0.64 cm REPETIR As = 0.823 cm²
As = 0.658 cm² a =0.62 cm REPETIR As = 0.793 cm²
As = 0.657 cm² a =0.62 cm OK As = 0.792 cm²
As = 0.657 cm² As = 0.792 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8
PRIMER PISO PRIMER PISO
Mmax (+) 2.816 Tn-m Mmax (+) 1.550 Tn-m
b = 25.00 cm b = 25.00 cm
d = 29.10 cm d = 29.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =2.91 cm Asumir: a = 0.10.d
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
As = 2.695 cm² a =2.54 cm REPETIR As = 1.483 cm²
As = 2.677 cm² a =2.52 cm REPETIR As = 1.444 cm²
As = 2.676 cm² a =2.52 cm OK As = 1.443 cm²
As = 2.676 cm² As = 1.443 cm²
Usar 1 Φ 1/2 + 2 Φ 3/8 2.710 cm² Usar 1 Φ 1/2 + 1 Φ 3/8
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.621 Tn-m Mmax (+) 0.477 Tn-m
b = 25.00 cm b = 25.00 cm
d = 29.10 cm d = 29.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =2.91 cm Asumir: a = 0.10.d
As = 0.594 cm² a =0.56 cm REPETIR As = 0.457 cm²
As = 0.570 cm² a =0.54 cm REPETIR As = 0.437 cm²
As = 0.570 cm² a =0.54 cm OK As = 0.437 cm²
As = 0.570 cm² As = 0.437 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.302 Tn-m Mmax (+) 0.294 Tn-m
b = 25.00 cm b = 25.00 cm
d = 29.10 cm d = 29.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =2.91 cm Asumir: a = 0.10.d
As = 0.289 cm² a =0.27 cm REPETIR As = 0.281 cm²
As = 0.276 cm² a =0.26 cm REPETIR As = 0.268 cm²
As = 0.276 cm² a =0.26 cm OK As = 0.268 cm²
As = 0.276 cm² As = 0.268 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.611 Tn-m Mmax (+) 0.495 Tn-m
b = 25.00 cm b = 25.00 cm
d = 29.10 cm d = 29.10 cm
Ф = 0.9 Ф = 0.9
Asumir: a = 0.10.d a =2.91 cm Asumir: a = 0.10.d
As = 0.585 cm² a =0.55 cm REPETIR As = 0.474 cm²
As = 0.561 cm² a =0.53 cm REPETIR As = 0.454 cm²
As = 0.561 cm² a =0.53 cm OK As = 0.453 cm²
As = 0.561 cm² As = 0.453 cm²
Usar 2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8
DISEÑO - PORTICOS SECUNDARIOS DISEÑO - PORTICOS SECUNDARIOS
I. VIGAS - PORTICO PRINCIPAL A - A I. VIGAS - PORTICO PRINCIPAL B - BM° NEG. (Tn-m)
M° POS. (Tn-m) PIZQ. DER.
0.225 2.862 1.833
1°
2.275 0.715 0.631
0.389 0.492 -0.182
0.860 2.291 0.729
2.816 1.550 1.728
0.621 0.477 0.228
2°
0.325 0.302 0.176
0.200 0.184 0.066
0.294 0.438 0.165
0.611 0.495 0.347
1. DIMENSION Y PROPIEDADES DE LA VIGA
b = 25.00 cm PERALTE EFECTIVO DE LA SECCIÓNh = 35.00 cm
f'c = 210 Kg/cm² Aceros
fy = 4200 Kg/cm² Ф Asumo:
β = 0.85 Ф Estribos:
r = 4.00 cm
d:
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALES 1/2 - 3/8" Area (cm2) BARRA DIAMETRO Peso
2 Φ 3/8 1.42 N° pulg cm Kg/m
1 Φ 1/2 + 1 Φ 3/8 2 3 3/8 0.95 0.559
3 Φ 3/8 2.13 4 1/2 1.27 0.993
2 Φ 1/2 2.58 5 5/8 1.59 1.552
1 Φ 1/2 + 2 Φ 3/8 2.71 6 3/4 1.91 2.235
4 Φ 3/8 2.84 7 7/8 2.22 3.042
2 Φ 1/2 + 1 Φ 3/8 3.29 8 1 2.54 3.973
3 Φ 1/2 3.87 9 1 1/8 2.86 5.028
2 Φ 1/2 + 2 Φ 3/8 4 10 1 1/4 3.18 6.207
3 Φ 1/2 + 1 Φ 3/8 4.58 11 1 3/8 3.49 7.511
4 Φ 1/2 5.16 12 1 1/2 3.81 8.938
1/2 - 5/8" Area (cm2) COMBINACIONES RECOMENDADAS
1 Φ 1/2 + 1 Φ 5/8 3.27 1/2 - 3/8"2 Φ 5/8 3.96 1/2 - 5/8"
2 Φ 1/2 + 1 Φ 5/8 4.56 1/2 - 3/4"
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
1 Φ 1/2 + 2 Φ 5/8 5.25 5/8 - 1"3 Φ 1/2 + 1 Φ 5/8 5.85 3/4 - 1"
3 Φ 5/8 5.94
2 Φ 1/2 + 2 Φ 5/8 6.54 5/8 - 1" Area (cm2)
1 Φ 1/2 + 3 Φ 5/8 7.23 1 Φ 1 + 1 Φ 5/8 7.080
4 Φ 5/8 7.92 2 Φ 1 10.200
2 Φ 1+ 1 Φ 5/8 12.180
1/2 - 3/4" Area (cm2) 2 Φ 1+ 2 Φ 5/8 14.160
1 Φ 1/2 + 1 Φ 3/4 4.14 3 Φ 1 15.300
2 Φ 1/2 + 1 Φ 3/4 5.43
2 Φ 3/4 5.7 3/4 - 1" Area (cm2)
1 Φ 1/2 + 2 Φ 3/4 6.99 1 Φ 3/4 + 1 Φ 1 7.950
3 Φ 3/4 8.55 1 Φ 1 + 2 Φ 3/4 10.800
2 Φ 1/2 + 2 Φ 3/4 6.456 2 Φ 1 + 1 Φ 3/4 13.050
4 Φ 3/4 11.4 2 Φ 1+ 2 Φ 3/4 15.900
3. DETERMINACION DEL ACERO MINIMO
As min = ρ min * b * d
ρ min = 0.0024
As min = 1.757 cm² 1 Φ 1/2 + 1 Φ 3/8
4. DETERMINACION DEL ACERO MAXIMO
Pb = (0.723.f'c/fy)*(6300/(6300+fy))
Pb = 0.0217
Pmax = 0.75.Pb 0.0163
As max = 11.833 cm² 2 Φ 1+ 1 Φ 5/8
5. DETERMINACION DEL REFUERZO EN LA VIGA
A. ACEROS POSITIVOS
1°
1.650 Tn-m
0.190 Tn-m
Viga 3 - 4 0.630 Tn-m
Viga 4 - 5 0.162 Tn-m
Viga 5 - 6 1.623 Tn-m
2°
0.228 Tn-m
0.176 Tn-m
Viga 3 - 4 0.066 Tn-m
Viga 4 - 5 0.165 Tn-m
Viga 5 - 6 0.347 Tn-m
PRIMER PISO PRIMER PISO
Mmax (+) 1.650 Tn-m
b = 25.00 cm
d = 29.10 cm
Ф = 0.9
a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
a =0.57 cm REPETIR As = 1.580 cm² a =1.49 cm REPETIR
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
Viga 1 - 2
Viga 2 - 3
Viga 1 - 2
Viga 2 - 3
a =0.55 cm REPETIR As = 1.540 cm² a =1.45 cm REPETIRa =0.55 cm OK As = 1.539 cm² a =1.45 cm OK
As = 1.539 cm²
2 Φ 3/8 1.420 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
PRIMER PISO PRIMER PISO
Mmax (+) 0.630 Tn-m
b = 25.00 cm
d = 29.10 cm
Ф = 0.9
a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
a =0.66 cm REPETIR As = 0.603 cm² a =0.57 cm REPETIRa =0.63 cm REPETIR As = 0.579 cm² a =0.54 cm REPETIRa =0.63 cm OK As = 0.578 cm² a =0.54 cm OK
As = 0.578 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO PRIMER PISO
Mmax (+) 1.623 Tn-m
b = 25.00 cm
d = 29.10 cm
Ф = 0.9
a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
a =0.21 cm REPETIR As = 1.554 cm² a =1.46 cm REPETIRa =0.20 cm OK As = 1.514 cm² a =1.43 cm REPETIR
As = 1.513 cm² a =1.42 cm OKAs = 1.513 cm²
2 Φ 3/8 1.420 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.176 Tn-m
b = 25.00 cm
d = 29.10 cm
Ф = 0.9
a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
a =0.06 cm REPETIR As = 0.168 cm² a =0.16 cm REPETIRa =0.06 cm OK As = 0.160 cm² a =0.15 cm OK
As = 0.160 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.165 Tn-m
b = 25.00 cm
d = 29.10 cm
Ф = 0.9
a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
a =0.31 cm REPETIR As = 0.158 cm² a =0.15 cm REPETIR
a =0.30 cm REPETIR As = 0.150 cm² a =0.14 cm OKa =0.30 cm OK As = 0.150 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
B. ACEROS NEGATIVOS Izquierda Derecha
1°
M max 0.312 Tn-m 2.066 Tn-m
M max 1.175 Tn-m 0.184 Tn-m
M max 0.483 Tn-m 0.499 Tn-m
M max 0.207 Tn-m 1.179 Tn-m
M max 2.092 Tn-m 1.457 Tn-m
2°
M max 0.621 Tn-m 0.477 Tn-m
M max 0.325 Tn-m 0.302 Tn-m
M max 0.200 Tn-m 0.184 Tn-m
M max 0.294 Tn-m 0.438 Tn-m
M max 0.611 Tn-m 0.495 Tn-m
PRIMER PISO PRIMER PISO
Mmax (+) 0.312 Tn-m
b = 25.00 cm
d = 29.10 cm
Ф = 0.9
a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
a =2.58 cm REPETIR As = 0.298 cm² a =0.28 cm REPETIRa =2.56 cm REPETIR As = 0.285 cm² a =0.27 cm REPETIRa =2.56 cm OK As = 0.285 cm² a =0.27 cm OK
As = 0.285 cm²
4 Φ 3/8 2.840 cm² Usar 2 Φ 3/8 1.420 cm²
PRIMER PISO PRIMER PISO
Mmax (+) 0.483 Tn-m
b = 25.00 cm
d = 29.10 cm
Ф = 0.9
a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
a =0.77 cm REPETIR As = 0.462 cm² a =0.43 cm REPETIRa =0.75 cm REPETIR As = 0.442 cm² a =0.42 cm REPETIRa =0.75 cm OK As = 0.442 cm² a =0.42 cm OK
As = 0.442 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
PRIMER PISO PRIMER PISO
Mmax (+) 2.092 Tn-m
b = 25.00 cm
d = 29.10 cm
Ф = 0.9
a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
a =1.40 cm REPETIR As = 2.003 cm² a =1.88 cm REPETIRa =1.36 cm REPETIR As = 1.966 cm² a =1.85 cm REPETIRa =1.36 cm OK As = 1.965 cm² a =1.85 cm OK
As = 1.965 cm²
1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.621 Tn-m
b = 25.00 cm
d = 29.10 cm
Ф = 0.9
a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
a =0.43 cm REPETIR As = 0.594 cm² a =0.56 cm REPETIRa =0.41 cm REPETIR As = 0.570 cm² a =0.54 cm REPETIRa =0.41 cm OK As = 0.570 cm² a =0.54 cm OK
As = 0.570 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.302 Tn-m
b = 25.00 cm
d = 29.10 cm
Ф = 0.9
a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
a =0.26 cm REPETIR As = 0.289 cm² a =0.27 cm REPETIRa =0.25 cm REPETIR As = 0.276 cm² a =0.26 cm REPETIRa =0.25 cm OK As = 0.276 cm² a =0.26 cm OK
As = 0.276 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.611 Tn-m
b = 25.00 cm
d = 29.10 cm
Ф = 0.9
a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
a =0.45 cm REPETIR As = 0.585 cm² a =0.55 cm REPETIRa =0.43 cm REPETIR As = 0.561 cm² a =0.53 cm REPETIRa =0.43 cm OK As = 0.561 cm² a =0.53 cm OK
As = 0.561 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
DISEÑO - PORTICOS SECUNDARIOS DISEÑO - PORTICOS SECUNDARIOS
I. VIGAS - PORTICO PRINCIPAL B - B
TRAMO L WuM° NEG. (Tn-m)
M° POS. (Tn-m)IZQ. DER.
4.6 1.073 0.312 2.066 1.650
3.65 0.294 1.175 0.184 -0.190
Viga 3 - 4 2.65 1.277 0.483 0.499 0.630
Viga 4 - 5 3.8 0.294 0.207 1.179 -0.162
Viga 5 - 6 4.95 1.110 2.092 1.457 1.623
4.6 0.294 0.621 0.477 0.228
3.65 0.294 0.325 0.302 0.176
Viga 3 - 4 2.65 0.294 0.200 0.184 0.066
Viga 4 - 5 3.8 0.294 0.294 0.438 0.165
Viga 5 - 6 4.95 0.294 0.611 0.495 0.347
1. DIMENSION Y PROPIEDADES DE LA VIGA
PERALTE EFECTIVO DE LA SECCIÓN b =
h =
Diam.(Pulg) Diam. (cm) f'c =
3/4 1.91 fy =
3/8 0.95 β =
r =
29.10 cm
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALES ACEROS COMERCIALESArea 1/2 - 3/8" Area (cm2) BARRA
cm2 2 Φ 3/8 1.42 N°
0.71 1 Φ 1/2 + 1 Φ 3/8 2 3
1.29 3 Φ 3/8 2.13 4
1.98 2 Φ 1/2 2.58 5
2.85 1 Φ 1/2 + 2 Φ 3/8 2.71 6
3.88 4 Φ 3/8 2.84 7
5.1 2 Φ 1/2 + 1 Φ 3/8 3.29 8
6.45 3 Φ 1/2 3.87 9
8.19 2 Φ 1/2 + 2 Φ 3/8 4 10
9.58 3 Φ 1/2 + 1 Φ 3/8 4.58 11
11.4 4 Φ 1/2 5.16 12
COMBINACIONES RECOMENDADAS 1/2 - 5/8" Area (cm2)
1 Φ 1/2 + 1 Φ 5/8 3.27
2 Φ 5/8 3.96
2 Φ 1/2 + 1 Φ 5/8 4.56
Viga 1 - 2
Viga 2 - 3
Viga 1 - 2
Viga 2 - 3
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
1 Φ 1/2 + 2 Φ 5/8 5.25
3 Φ 1/2 + 1 Φ 5/8 5.85
3 Φ 5/8 5.94
2 Φ 1/2 + 2 Φ 5/8 6.54
1 Φ 1/2 + 3 Φ 5/8 7.23
4 Φ 5/8 7.92
1/2 - 3/4" Area (cm2)
1 Φ 1/2 + 1 Φ 3/4 4.14
2 Φ 1/2 + 1 Φ 3/4 5.43
2 Φ 3/4 5.7
1 Φ 1/2 + 2 Φ 3/4 6.99
3 Φ 3/4 8.55
2 Φ 1/2 + 2 Φ 3/4 6.456
4 Φ 3/4 11.4
3. DETERMINACION DEL ACERO MINIMO
As min =
ρ min =
2.000 cm² As min =
4. DETERMINACION DEL ACERO MAXIMO
Pb =
Pb =
Pmax =
12.180 cm² As max =
5. DETERMINACION DEL REFUERZO EN LA VIGA
FORMULAS A. ACEROS POSITIVOS
1°
2°
PRIMER PISO PRIMER PISO
Mmax (+) 0.190 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.182 cm² a =0.17 cm REPETIR As =
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
As = 0.173 cm² a =0.16 cm OK As =
As = 0.173 cm² As =
As =
Usar 2 Φ 3/8 1.420 cm² Usar
PRIMER PISO PRIMER PISO
Mmax (+) 0.162 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.155 cm² a =0.15 cm REPETIR As =
As = 0.148 cm² a =0.14 cm OK As =
As = 0.148 cm² As =
As =
Usar 2 Φ 3/8 1.420 cm² Usar
SEGUNDO PISO PRIMER PISO
Mmax (+) 0.228 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.219 cm² a =0.21 cm REPETIR As =
As = 0.208 cm² a =0.20 cm OK As =
As = 0.208 cm² As =
As =
Usar 2 Φ 3/8 1.420 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.066 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.063 cm² a =0.06 cm REPETIR As =
As = 0.060 cm² a =0.06 cm OK As =
As = 0.060 cm² As =
Usar 2 Φ 3/8 1.420 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.347 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.332 cm² a =0.31 cm REPETIR As =
As = 0.318 cm² a =0.30 cm REPETIR As =
As = 0.317 cm² a =0.30 cm OK As =
As = 0.317 cm²
Usar 2 Φ 3/8 1.420 cm² Usar
FORMULAS B. ACEROS NEGATIVOS
1°
2°
PRIMER PISO PRIMER PISO
Mmax (+) 2.066 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 1.978 cm² a =1.86 cm REPETIR As =
As = 1.941 cm² a =1.83 cm REPETIR As =
As = 1.940 cm² a =1.83 cm OK As =
As = 1.940 cm² As =
Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar
PRIMER PISO PRIMER PISO
Mmax (+) 0.499 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.477 cm² a =0.45 cm REPETIR As =
As = 0.457 cm² a =0.43 cm REPETIR As =
As = 0.457 cm² a =0.43 cm OK As =
As = 0.457 cm² As =
Usar 2 Φ 3/8 1.420 cm² Usar
PRIMER PISO PRIMER PISO
Mmax (+) 1.457 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
As = 1.395 cm² a =1.31 cm REPETIR As =
As = 1.356 cm² a =1.28 cm REPETIR As =
As = 1.355 cm² a =1.28 cm OK As =
As = 1.355 cm² As =
Usar 2 Φ 3/8 1.420 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.477 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.457 cm² a =0.43 cm REPETIR As =
As = 0.437 cm² a =0.41 cm REPETIR As =
As = 0.437 cm² a =0.41 cm OK As =
As = 0.437 cm² As =
Usar 2 Φ 3/8 1.420 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.294 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.281 cm² a =0.26 cm REPETIR As =
As = 0.268 cm² a =0.25 cm REPETIR As =
As = 0.268 cm² a =0.25 cm OK As =
As = 0.268 cm² As =
Usar 2 Φ 3/8 1.420 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.495 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.474 cm² a =0.45 cm REPETIR As =
As = 0.454 cm² a =0.43 cm REPETIR As =
As = 0.453 cm² a =0.43 cm OK As =
As = 0.453 cm² As =
Usar 2 Φ 3/8 1.420 cm² Usar
DISEÑO - PORTICOS SECUNDARIOS
I. VIGAS - PORTICO PRINCIPAL C - C
P TRAMO L WuM° NEG. (Tn-m)
IZQ. DER.
1°
4.6 1.277 0.363 2.458
3.65 0.294 1.399 0.039
Viga 3 - 4 2.65 1.277 0.301 0.953
Viga 4 - 5 3.8 1.028 0.958 1.818
Viga 5 - 6 4.95 1.110 2.371 1.376
2°
4.6 0.294 0.624 0.527
3.65 0.294 0.283 0.258
Viga 3 - 4 2.65 0.294 0.280 0.205
Viga 4 - 5 3.8 0.294 0.242 0.456
Viga 5 - 6 4.95 0.294 0.633 0.463
1. DIMENSION Y PROPIEDADES DE LA VIGA
25.00 cm PERALTE EFECTIVO DE LA SECCIÓN35.00 cm
210 Kg/cm² Aceros Diam.(Pulg) Diam. (cm)
4200 Kg/cm² Ф Asumo: 3/4 1.91
0.85 Ф Estribos: 3/8 0.95
4.00 cm
d: 29.10 cm
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALESDIAMETRO Peso Area 1/2 - 3/8" Area (cm2)
pulg cm Kg/m cm2 2 Φ 3/8 1.42
3/8 0.95 0.559 0.71 1 Φ 1/2 + 1 Φ 3/8 2
1/2 1.27 0.993 1.29 3 Φ 3/8 2.13
5/8 1.59 1.552 1.98 2 Φ 1/2 2.58
3/4 1.91 2.235 2.85 1 Φ 1/2 + 2 Φ 3/8 2.71
7/8 2.22 3.042 3.88 4 Φ 3/8 2.84
1 2.54 3.973 5.1 2 Φ 1/2 + 1 Φ 3/8 3.29
1 1/8 2.86 5.028 6.45 3 Φ 1/2 3.87
1 1/4 3.18 6.207 8.19 2 Φ 1/2 + 2 Φ 3/8 4
1 3/8 3.49 7.511 9.58 3 Φ 1/2 + 1 Φ 3/8 4.58
1 1/2 3.81 8.938 11.4 4 Φ 1/2 5.16
COMBINACIONES RECOMENDADAS 1/2 - 5/8" Area (cm2)
1/2 - 3/8" 1 Φ 1/2 + 1 Φ 5/8 3.27
1/2 - 5/8" 2 Φ 5/8 3.96
1/2 - 3/4" 2 Φ 1/2 + 1 Φ 5/8 4.56
Viga 1 - 2
Viga 2 - 3
Viga 1 - 2
Viga 2 - 3
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
5/8 - 1" 1 Φ 1/2 + 2 Φ 5/8 5.25
3/4 - 1" 3 Φ 1/2 + 1 Φ 5/8 5.85
3 Φ 5/8 5.94
5/8 - 1" Area (cm2) 2 Φ 1/2 + 2 Φ 5/8 6.54
1 Φ 1 + 1 Φ 5/8 7.080 1 Φ 1/2 + 3 Φ 5/8 7.23
2 Φ 1 10.200 4 Φ 5/8 7.92
2 Φ 1+ 1 Φ 5/8 12.180
2 Φ 1+ 2 Φ 5/8 14.160 1/2 - 3/4" Area (cm2)
3 Φ 1 15.300 1 Φ 1/2 + 1 Φ 3/4 4.14
2 Φ 1/2 + 1 Φ 3/4 5.43
3/4 - 1" Area (cm2) 2 Φ 3/4 5.7
1 Φ 3/4 + 1 Φ 1 7.950 1 Φ 1/2 + 2 Φ 3/4 6.99
1 Φ 1 + 2 Φ 3/4 10.800 3 Φ 3/4 8.55
2 Φ 1 + 1 Φ 3/4 13.050 2 Φ 1/2 + 2 Φ 3/4 6.456
2 Φ 1+ 2 Φ 3/4 15.900 4 Φ 3/4 11.4
3. DETERMINACION DEL ACERO MINIMO
ρ min * b * d
0.0024
1.757 cm² 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
4. DETERMINACION DEL ACERO MAXIMO
(0.723.f'c/fy)*(6300/(6300+fy))
0.0217
0.75.Pb 0.0163
11.833 cm² 2 Φ 1+ 1 Φ 5/8 12.180 cm²
5. DETERMINACION DEL REFUERZO EN LA VIGA
A. ACEROS POSITIVOS FORMULAS1.966 Tn-m
0.230 Tn-m
Viga 3 - 4 0.494 Tn-m
Viga 4 - 5 0.467 Tn-m
Viga 5 - 6 1.525 Tn-m
0.202 Tn-m
0.219 Tn-m
Viga 3 - 4 0.015 Tn-m
Viga 4 - 5 0.182 Tn-m
Viga 5 - 6 0.352 Tn-m
PRIMER PISO PRIMER PISO
1.966 Tn-m Mmax (+) 0.230 Tn-m
25.00 cm b = 25.00 cm
29.10 cm d = 29.10 cm
0.9 Ф = 0.9
a = 0.10.d a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
1.882 cm² a =1.77 cm REPETIR As = 0.220 cm² a =0.21 cm REPETIR
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
Viga 1 - 2
Viga 2 - 3
Viga 1 - 2
Viga 2 - 3
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
1.844 cm² a =1.74 cm REPETIR As = 0.210 cm² a =0.20 cm OK1.843 cm² a =1.73 cm OK As = 0.210 cm²
1.843 cm²
1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 2 Φ 3/8 1.420 cm²
PRIMER PISO PRIMER PISO
0.494 Tn-m Mmax (+) 0.467 Tn-m
25.00 cm b = 25.00 cm
29.10 cm d = 29.10 cm
0.9 Ф = 0.9
a = 0.10.d a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
0.473 cm² a =0.44 cm REPETIR As = 0.447 cm² a =0.42 cm REPETIR0.453 cm² a =0.43 cm REPETIR As = 0.427 cm² a =0.40 cm REPETIR0.452 cm² a =0.43 cm OK As = 0.427 cm² a =0.40 cm OK0.452 cm² As = 0.427 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
PRIMER PISO SEGUNDO PISO
1.525 Tn-m Mmax (+) 0.202 Tn-m
25.00 cm b = 25.00 cm
29.10 cm d = 29.10 cm
0.9 Ф = 0.9
a = 0.10.d a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
1.460 cm² a =1.37 cm REPETIR As = 0.193 cm² a =0.18 cm REPETIR1.420 cm² a =1.34 cm REPETIR As = 0.184 cm² a =0.17 cm OK1.419 cm² a =1.34 cm OK As = 0.184 cm²
1.419 cm²
1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO SEGUNDO PISO
0.219 Tn-m Mmax (+) 0.015 Tn-m
25.00 cm b = 25.00 cm
29.10 cm d = 29.10 cm
0.9 Ф = 0.9
a = 0.10.d a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
0.210 cm² a =0.20 cm REPETIR As = 0.015 cm² a =0.01 cm REPETIR0.200 cm² a =0.19 cm OK As = 0.014 cm² a =0.01 cm OK0.200 cm² As = 0.014 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO SEGUNDO PISO
0.182 Tn-m Mmax (+) 0.352 Tn-m
25.00 cm b = 25.00 cm
29.10 cm d = 29.10 cm
0.9 Ф = 0.9
a = 0.10.d a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
0.174 cm² a =0.16 cm REPETIR As = 0.337 cm² a =0.32 cm REPETIR
0.166 cm² a =0.16 cm OK As = 0.322 cm² a =0.30 cm REPETIR0.166 cm² As = 0.322 cm² a =0.30 cm OK
As = 0.322 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
B. ACEROS NEGATIVOS Izquierda Derecha FORMULASM max 0.363 Tn-m 2.458 Tn-m
M max 1.399 Tn-m 0.039 Tn-m
M max 0.301 Tn-m 0.953 Tn-m
M max 0.958 Tn-m 1.818 Tn-m
M max 2.371 Tn-m 1.376 Tn-m
M max 0.624 Tn-m 0.527 Tn-m
M max 0.283 Tn-m 0.258 Tn-m
M max 0.280 Tn-m 0.205 Tn-m
M max 0.242 Tn-m 0.456 Tn-m
M max 0.633 Tn-m 0.463 Tn-m
PRIMER PISO PRIMER PISO
0.363 Tn-m Mmax (+) 2.458 Tn-m
25.00 cm b = 25.00 cm
29.10 cm d = 29.10 cm
0.9 Ф = 0.9
a = 0.10.d a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
0.348 cm² a =0.33 cm REPETIR As = 2.353 cm² a =2.21 cm REPETIR0.332 cm² a =0.31 cm REPETIR As = 2.324 cm² a =2.19 cm REPETIR0.332 cm² a =0.31 cm OK As = 2.322 cm² a =2.19 cm OK0.332 cm² As = 2.322 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 1/2 2.580 cm²
PRIMER PISO PRIMER PISO
0.301 Tn-m Mmax (+) 0.958 Tn-m
25.00 cm b = 25.00 cm
29.10 cm d = 29.10 cm
0.9 Ф = 0.9
a = 0.10.d a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
0.288 cm² a =0.27 cm REPETIR As = 0.917 cm² a =0.86 cm REPETIR0.275 cm² a =0.26 cm REPETIR As = 0.884 cm² a =0.83 cm REPETIR0.275 cm² a =0.26 cm OK As = 0.884 cm² a =0.83 cm OK0.275 cm² As = 0.884 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
PRIMER PISO PRIMER PISO
2.371 Tn-m Mmax (+) 1.376 Tn-m
25.00 cm b = 25.00 cm
29.10 cm d = 29.10 cm
0.9 Ф = 0.9
a = 0.10.d a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
2.269 cm² a =2.14 cm REPETIR As = 1.317 cm² a =1.24 cm REPETIR2.238 cm² a =2.11 cm REPETIR As = 1.278 cm² a =1.20 cm REPETIR2.237 cm² a =2.11 cm OK As = 1.277 cm² a =1.20 cm OK2.237 cm² As = 1.277 cm²
2 Φ 1/2 2.580 cm² Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO SEGUNDO PISO
0.624 Tn-m Mmax (+) 0.527 Tn-m
25.00 cm b = 25.00 cm
29.10 cm d = 29.10 cm
0.9 Ф = 0.9
a = 0.10.d a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
0.597 cm² a =0.56 cm REPETIR As = 0.505 cm² a =0.48 cm REPETIR0.573 cm² a =0.54 cm REPETIR As = 0.483 cm² a =0.46 cm REPETIR0.573 cm² a =0.54 cm OK As = 0.483 cm² a =0.45 cm OK0.573 cm² As = 0.483 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO SEGUNDO PISO
0.280 Tn-m Mmax (+) 0.242 Tn-m
25.00 cm b = 25.00 cm
29.10 cm d = 29.10 cm
0.9 Ф = 0.9
a = 0.10.d a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
0.268 cm² a =0.25 cm REPETIR As = 0.231 cm² a =0.22 cm REPETIR0.255 cm² a =0.24 cm REPETIR As = 0.220 cm² a =0.21 cm REPETIR0.255 cm² a =0.24 cm OK As = 0.220 cm² a =0.21 cm OK0.255 cm² As = 0.220 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
SEGUNDO PISO SEGUNDO PISO
0.633 Tn-m Mmax (+) 0.463 Tn-m
25.00 cm b = 25.00 cm
29.10 cm d = 29.10 cm
0.9 Ф = 0.9
a = 0.10.d a =2.91 cm Asumir: a = 0.10.d a =2.91 cm
0.606 cm² a =0.57 cm REPETIR As = 0.443 cm² a =0.42 cm REPETIR0.581 cm² a =0.55 cm REPETIR As = 0.424 cm² a =0.40 cm REPETIR0.581 cm² a =0.55 cm OK As = 0.424 cm² a =0.40 cm OK0.581 cm² As = 0.424 cm²
2 Φ 3/8 1.420 cm² Usar 2 Φ 3/8 1.420 cm²
DISEÑO - PORTICOS SECUNDARIOS DISEÑO - PORTICOS SECUNDARIOS
I. VIGAS - PORTICO PRINCIPAL C - C I. VIGAS - PORTICO PRINCIPAL D - D
M° POS. (Tn-m) P TRAMO L
1.966
1°
4.6
-0.230 3.65
0.494 Viga 3 - 4 2.65
0.467 Viga 4 - 5 3.8
1.525 Viga 5 - 6 4.95
0.202
2°
4.6
0.219 3.65
0.015 Viga 3 - 4 2.65
0.182 Viga 4 - 5 3.8
0.352 Viga 5 - 6 4.95
1. DIMENSION Y PROPIEDADES DE LA VIGA
b = 25.00 cm PERALTE EFECTIVO DE LA SECCIÓNh = 0.00 cm
f'c = 210 Kg/cm² Aceros Diam.(Pulg) Diam. (cm)
fy = 4200 Kg/cm² Ф Asumo: 3/4 1.91
β = 0.85 Ф Estribos: 3/8 0.95
r = 4.00 cm
d: 29.10 cm
2. COMBINACIONES DE ACEROS
ACEROS COMERCIALESBARRA DIAMETRO Peso Area
N° pulg cm Kg/m cm2
3 3/8 0.95 0.559 0.71
4 1/2 1.27 0.993 1.29
5 5/8 1.59 1.552 1.98
6 3/4 1.91 2.235 2.85
7 7/8 2.22 3.042 3.88
8 1 2.54 3.973 5.1
9 1 1/8 2.86 5.028 6.45
10 1 1/4 3.18 6.207 8.19
11 1 3/8 3.49 7.511 9.58
12 1 1/2 3.81 8.938 11.4
COMBINACIONES RECOMENDADAS
1/2 - 3/8"
1/2 - 5/8"
1/2 - 3/4"
Viga 1 - 2
Viga 2 - 3
Viga 1 - 2
Viga 2 - 3
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
5/8 - 1"
3/4 - 1"
5/8 - 1" Area (cm2)
1 Φ 1 + 1 Φ 5/8 7.080
2 Φ 1 10.200
2 Φ 1+ 1 Φ 5/8 12.180
2 Φ 1+ 2 Φ 5/8 14.160
3 Φ 1 15.300
3/4 - 1" Area (cm2)
1 Φ 3/4 + 1 Φ 1 7.950
1 Φ 1 + 2 Φ 3/4 10.800
2 Φ 1 + 1 Φ 3/4 13.050
2 Φ 1+ 2 Φ 3/4 15.900
3. DETERMINACION DEL ACERO MINIMO
As min = ρ min * b * d
ρ min = 0.0024
As min = 1.757 cm² 1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
4. DETERMINACION DEL ACERO MAXIMO
Pb = (0.723.f'c/fy)*(6300/(6300+fy))
Pb = 0.0217
Pmax = 0.75.Pb 0.0163
As max = 11.833 cm² 2 Φ 1+ 1 Φ 5/8 12.180 cm²
5. DETERMINACION DEL REFUERZO EN LA VIGA
A. ACEROS POSITIVOS FORMULAS
1°
1.833 Tn-m
0.631 Tn-m
Viga 3 - 4 0.182 Tn-m
Viga 4 - 5 0.729 Tn-m
Viga 5 - 6 1.728 Tn-m
2°
0.228 Tn-m
0.176 Tn-m
Viga 3 - 4 0.066 Tn-m
Viga 4 - 5 0.165 Tn-m
Viga 5 - 6 0.347 Tn-m
PRIMER PISO PRIMER PISO
Mmax (+) 1.833 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 1.755 cm² a =1.65 cm REPETIR As =
NOTA: Las combinaciones de fondo blanco son las que no se tomaran debido a que no estan dentro del As min y el As
max, tambien cuando estan sobrepasando el ancho de la viga (b)
Viga 1 - 2
Viga 2 - 3
Viga 1 - 2
Viga 2 - 3
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
As = 1.716 cm² a =1.61 cm REPETIR As =
As = 1.714 cm² a =1.61 cm OK As =
As = 1.714 cm² As =
Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar
PRIMER PISO PRIMER PISO
Mmax (+) 0.182 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.174 cm² a =0.16 cm REPETIR As =
As = 0.166 cm² a =0.16 cm OK As =
As = 0.166 cm² As =
As =
Usar 2 Φ 3/8 1.420 cm² Usar
PRIMER PISO SEGUNDO PISO
Mmax (+) 1.728 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 1.654 cm² a =1.56 cm REPETIR As =
As = 1.614 cm² a =1.52 cm REPETIR As =
As = 1.613 cm² a =1.52 cm OK As =
As = 1.613 cm²
Usar 1 Φ 1/2 + 1 Φ 3/8 2.000 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.176 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.168 cm² a =0.16 cm REPETIR As =
As = 0.160 cm² a =0.15 cm OK As =
As = 0.160 cm² As =
Usar 2 Φ 3/8 1.420 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.165 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.158 cm² a =0.15 cm REPETIR As =
As = 0.150 cm² a =0.14 cm OK As =
As = 0.150 cm² As =
As =
Usar 2 Φ 3/8 1.420 cm² Usar
B. ACEROS NEGATIVOS Izquierda Derecha FORMULAS
1°
M max 0.225 Tn-m 2.862 Tn-m
M max 2.275 Tn-m 0.715 Tn-m
M max 0.389 Tn-m 0.492 Tn-m
M max 0.860 Tn-m 2.291 Tn-m
M max 2.816 Tn-m 1.550 Tn-m
2°
M max 0.621 Tn-m 0.477 Tn-m
M max 0.325 Tn-m 0.302 Tn-m
M max 0.200 Tn-m 0.184 Tn-m
M max 0.294 Tn-m 0.438 Tn-m
M max 0.611 Tn-m 0.495 Tn-m
PRIMER PISO PRIMER PISO
Mmax (+) 0.225 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.216 cm² a =0.20 cm REPETIR As =
As = 0.206 cm² a =0.19 cm OK As =
As = 0.206 cm² As =
As =
Usar 2 Φ 3/8 1.420 cm² Usar
PRIMER PISO PRIMER PISO
Mmax (+) 0.715 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.684 cm² a =0.64 cm REPETIR As =
As = 0.658 cm² a =0.62 cm REPETIR As =
As = 0.657 cm² a =0.62 cm OK As =
As = 0.657 cm² As =
Usar 2 Φ 3/8 1.420 cm² Usar
PRIMER PISO PRIMER PISO
Mmax (+) 2.816 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
bcf
fyAsa
.'.85.0
.
)2/.(. adfy
MuAs
As = 2.695 cm² a =2.54 cm REPETIR As =
As = 2.677 cm² a =2.52 cm REPETIR As =
As = 2.676 cm² a =2.52 cm OK As =
As = 2.676 cm² As =
Usar 1 Φ 1/2 + 2 Φ 3/8 2.710 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.621 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.594 cm² a =0.56 cm REPETIR As =
As = 0.570 cm² a =0.54 cm REPETIR As =
As = 0.570 cm² a =0.54 cm OK As =
As = 0.570 cm² As =
Usar 2 Φ 3/8 1.420 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.302 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.289 cm² a =0.27 cm REPETIR As =
As = 0.276 cm² a =0.26 cm REPETIR As =
As = 0.276 cm² a =0.26 cm OK As =
As = 0.276 cm² As =
Usar 2 Φ 3/8 1.420 cm² Usar
SEGUNDO PISO SEGUNDO PISO
Mmax (+) 0.611 Tn-m Mmax (+)
b = 25.00 cm b =
d = 29.10 cm d =
Ф = 0.9 Ф =
Asumir: a = 0.10.d a =2.91 cm Asumir:
As = 0.585 cm² a =0.55 cm REPETIR As =
As = 0.561 cm² a =0.53 cm REPETIR As =
As = 0.561 cm² a =0.53 cm OK As =
As = 0.561 cm² As =
Usar 2 Φ 3/8 1.420 cm² Usar
DISEÑO - PORTICOS SECUNDARIOS
I. VIGAS - PORTICO PRINCIPAL D - D
WuM° NEG. (Tn-m)
M° POS. (Tn-m)IZQ. DER.
1.277 0.225 2.862 1.833
1.277 2.275 0.715 0.631
0.294 0.389 0.492 -0.182
1.277 0.860 2.291 0.729
1.277 2.816 1.550 1.728
0.294 0.621 0.477 0.228
0.294 0.325 0.302 0.176
0.294 0.200 0.184 0.066
0.294 0.294 0.438 0.165
0.294 0.611 0.495 0.347
1/2 - 3/8" Area (cm2)
2 Φ 3/8 1.42
1 Φ 1/2 + 1 Φ 3/8 2
3 Φ 3/8 2.13
2 Φ 1/2 2.58
1 Φ 1/2 + 2 Φ 3/8 2.71
4 Φ 3/8 2.84
2 Φ 1/2 + 1 Φ 3/8 3.29
3 Φ 1/2 3.87
2 Φ 1/2 + 2 Φ 3/8 4
3 Φ 1/2 + 1 Φ 3/8 4.58
4 Φ 1/2 5.16
1/2 - 5/8" Area (cm2)
1 Φ 1/2 + 1 Φ 5/8 3.27
2 Φ 5/8 3.96
2 Φ 1/2 + 1 Φ 5/8 4.56
1 Φ 1/2 + 2 Φ 5/8 5.25
3 Φ 1/2 + 1 Φ 5/8 5.85
3 Φ 5/8 5.94
2 Φ 1/2 + 2 Φ 5/8 6.54
1 Φ 1/2 + 3 Φ 5/8 7.23
4 Φ 5/8 7.92
1/2 - 3/4" Area (cm2)
1 Φ 1/2 + 1 Φ 3/4 4.14
2 Φ 1/2 + 1 Φ 3/4 5.43
2 Φ 3/4 5.7
1 Φ 1/2 + 2 Φ 3/4 6.99
3 Φ 3/4 8.55
2 Φ 1/2 + 2 Φ 3/4 6.456
4 Φ 3/4 11.4
PRIMER PISO
0.631 Tn-m
25.00 cm
29.10 cm
0.9
a = 0.10.d a =2.91 cm
0.604 cm² a =0.57 cm REPETIR
0.579 cm² a =0.55 cm REPETIR0.579 cm² a =0.55 cm OK0.579 cm²
2 Φ 3/8 1.420 cm²
PRIMER PISO
0.729 Tn-m
25.00 cm
29.10 cm
0.9
a = 0.10.d a =2.91 cm
0.697 cm² a =0.66 cm REPETIR0.670 cm² a =0.63 cm REPETIR0.670 cm² a =0.63 cm OK0.670 cm²
2 Φ 3/8 1.420 cm²
SEGUNDO PISO
0.228 Tn-m
25.00 cm
29.10 cm
0.9
a = 0.10.d a =2.91 cm
0.219 cm² a =0.21 cm REPETIR0.208 cm² a =0.20 cm OK0.208 cm²
2 Φ 3/8 1.420 cm²
SEGUNDO PISO
0.066 Tn-m
25.00 cm
29.10 cm
0.9
a = 0.10.d a =2.91 cm
0.063 cm² a =0.06 cm REPETIR0.060 cm² a =0.06 cm OK0.060 cm²
2 Φ 3/8 1.420 cm²
SEGUNDO PISO
0.347 Tn-m
25.00 cm
29.10 cm
0.9
a = 0.10.d a =2.91 cm
0.332 cm² a =0.31 cm REPETIR
0.318 cm² a =0.30 cm REPETIR0.317 cm² a =0.30 cm OK0.317 cm²
2 Φ 3/8 1.420 cm²
PRIMER PISO
2.862 Tn-m
25.00 cm
29.10 cm
0.9
a = 0.10.d a =2.91 cm
2.740 cm² a =2.58 cm REPETIR2.723 cm² a =2.56 cm REPETIR2.722 cm² a =2.56 cm OK2.722 cm²
4 Φ 3/8 2.840 cm²
PRIMER PISO
0.860 Tn-m
25.00 cm
29.10 cm
0.9
a = 0.10.d a =2.91 cm
0.823 cm² a =0.77 cm REPETIR0.793 cm² a =0.75 cm REPETIR0.792 cm² a =0.75 cm OK0.792 cm²
2 Φ 3/8 1.420 cm²
PRIMER PISO
1.550 Tn-m
25.00 cm
29.10 cm
0.9
a = 0.10.d a =2.91 cm
1.483 cm² a =1.40 cm REPETIR1.444 cm² a =1.36 cm REPETIR1.443 cm² a =1.36 cm OK1.443 cm²
1 Φ 1/2 + 1 Φ 3/8 2.000 cm²
SEGUNDO PISO
0.477 Tn-m
25.00 cm
29.10 cm
0.9
a = 0.10.d a =2.91 cm
0.457 cm² a =0.43 cm REPETIR0.437 cm² a =0.41 cm REPETIR0.437 cm² a =0.41 cm OK0.437 cm²
2 Φ 3/8 1.420 cm²
SEGUNDO PISO
0.294 Tn-m
25.00 cm
29.10 cm
0.9
a = 0.10.d a =2.91 cm
0.281 cm² a =0.26 cm REPETIR0.268 cm² a =0.25 cm REPETIR0.268 cm² a =0.25 cm OK0.268 cm²
2 Φ 3/8 1.420 cm²
SEGUNDO PISO
0.495 Tn-m
25.00 cm
29.10 cm
0.9
a = 0.10.d a =2.91 cm
0.474 cm² a =0.45 cm REPETIR0.454 cm² a =0.43 cm REPETIR0.453 cm² a =0.43 cm OK0.453 cm²
2 Φ 3/8 1.420 cm²
DISEÑO DE REFUERZO TRANSVERSAL
VIGAS PRINCIPALES: PRIMER PISO
DATOS:
f'c = 210 Kg/cm²
fy = 4200 Kg/cm²
Ǿ flex. 0.9
Ǿ corte 0.85 oe man enviamer los excellb: 25.00 cm kn los dibujos asi km stan en el excel k te e pasado h: 45.00 cm la distribucion de los aceros longitudinales y los bastonesd: 39.10 cm pork envias kn t : 25.00 cm estribos se
supone lkeso se ase
despues k as echo tu dise VIGA PRINCIPAL: VP-101
3.290 cm² Wu = 3.73 T/m 5.850 cm² Wu = 3.73 T/m
4.25 m 2.25 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO A APOYO B APOYO C
As = 3.290 cm² As = 5.850 cm² As =
a = 3.096 cm a = 5.506 cm a =
Mr A = 4.669 Tn-m/m Mr B = 8.303 Tn-m/m Mr C =
DIAGRAMA DE MO MENTOS RESISTENTES
Mr A = 4.669 Tn-m Mr B = 8.303 Tn-m Mr C =
4.25 m 2.25 m
oe mira el diseño por cortanate esos dibujos los e puesto pero no son kiero k los agas asi solo pa copiarlos y pegarlos solo ponle los acero longitudinales y los aceros de los bastones nada mas asi km stan en el excel pero envialos en excel solo los dibujos kn los aceros longitudinales y sus bastones de acuerdo a tu distribucion k as echo de aceros
APOYO "A" APOYO "B" APOYO "C"
wbcf
fyAsa
.'.85.0
. )2/.(.. adAsfyMr
2. DIAGRAMA DE FUERZA CORTANTE
arriba (-) abajo (+)
APOYO Mr Vi Vi'
APOYO A 4.669 Tn-m 7.076 Tn
APOYO B 8.303 Tn-m -8.786 Tn 5.000 Tn
APOYO C 6.500 Tn-m -3.398 Tn 8.168 Tn
APOYO D 5.493 Tn-m -7.694 Tn
-8.786 Tn -3.398 Tn
4.25 m 2.25 m
7.076 Tn 5.000 Tn 8.168 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO A-B TRAMO B-C
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
Vud = 5.150 Tn Vud = 3.074 Tn
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
Vc = 7.507 Tn Vc = 7.507 Tn
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
Vs = -2.356 Tn Vs = -4.432 Tn
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
V's = 29.743 Tn mayor que: -2.356 Tn V's = 29.743 Tn mayor que: -4.432 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
V's = 15.580 Tn mayor que: -2.356 Tn V's = 15.580 Tn mayor que: -4.432 Tn
Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser: d/2 19.55 cm
12.50 cm 12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
VnVud
i
jiiui l
MrMrlwV
)(
2
.
)( VcVsVud
dbcfsV ..'1.2'
dbcfVc ´53.0
dbcfsV ..'1.1'
dbcfsV ..'1.2'
dbcfsV ..'1.1' dbcfsV ..'1.1'
Z = 2.000 m Z = 1.500 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
17.50 cm As min = 1.420 cm² 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
Vs = 23.316 Tn Vs = 23.316 Tn
Cubre Tranquilam 7.076 Tn Cubre Tranquilam 5.000 Tn
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A @ 0.125 m
2.122 m 2.252 m
Nº de estribos : 17 estribos 17 @ 0.125 Nº de estribos : 19 estribos 19 @ 0.125
Longitud Estribada 2.125 m Longitud Estribada 2.375 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA
TRAMO DE ESTRIBOS A @ 0.100 m
4.465 m
Execde distancia que queda por estribar
-0.175 m
Nº de estribos : -1 estribos -1 @ 0.1
Longitud Estribada -0.10 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected]∎
VIGA PRINCIPAL: VP-102
2.580 cm² Wu = 5.59 T/m 3.960 cm² Wu = 5.25 T/m
3.05 m 3.08 m
APOYO "A" APOYO "B" APOYO "C"
s
dfyAsVS
min
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO A APOYO B APOYO C
As = 2.580 cm² As = 3.960 cm² As =
a = 2.428 cm a = 3.727 cm a =
Mr A = 3.694 Tn-m/m Mr B = 5.620 Tn-m/m Mr C =
DIAGRAMA DE MO MENTOS RESISTENTES
Mr A = 3.694 Tn-m Mr B = 5.620 Tn-m Mr C =
3.05 m 3.08 m
2. DIAGRAMA DE FUERZA CORTANTE
arriba (-) abajo (+)
APOYO Mr Vi Vi'
APOYO A 3.694 Tn-m 7.898 Tn
APOYO B 5.620 Tn-m -9.161 Tn 7.166 Tn
APOYO C 8.430 Tn-m -8.991 Tn 10.414 Tn
APOYO D 4.641 Tn-m -8.326 Tn
-9.161 Tn -8.991 Tn
3.05 m 3.08 m
7.898 Tn 7.166 Tn 10.414 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO A-B TRAMO B-C
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
Vud = 5.012 Tn Vud = 4.460 Tn
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
VnVud
wbcf
fyAsa
.'.85.0
. )2/.(.. adAsfyMr
i
jiiui l
MrMrlwV
)(
2
.
)( VcVsVud dbcfVc ´53.0
Vc = 7.507 Tn Vc = 7.507 Tn
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
Vs = -2.494 Tn Vs = -3.047 Tn
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
V's = 29.743 Tn mayor que: -2.494 Tn V's = 29.743 Tn mayor que: -3.047 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
V's = 15.580 Tn mayor que: -2.494 Tn V's = 15.580 Tn mayor que: -3.047 Tn
Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser: d/2 19.55 cm
12.50 cm 12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 1.500 m Z = 1.500 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
17.50 cm As min = 1.420 cm² 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
Vs = 23.316 Tn Vs = 23.316 Tn
Cubre Tranquilam 7.898 Tn Cubre Tranquilam 7.166 Tn
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A @ 0.125 m
1.426 m 1.571 m
Nº de estribos : 12 estribos 12 @ 0.125 Nº de estribos : 13 estribos 13 @ 0.125
Longitud Estribada 1.500 m Longitud Estribada 1.625 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA
TRAMO DE ESTRIBOS A @ 0.100 m
2.928 m
s
dfyAsVS
min
dbcfsV ..'1.2'
dbcfsV ..'1.1'
dbcfsV ..'1.2'
dbcfsV ..'1.1' dbcfsV ..'1.1'
Execde distancia que queda por estribar
-0.050 m
Nº de estribos : 0 estribos 0 @ 0.1
Longitud Estribada 0.00 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected]∎
VIGA PRINCIPAL: VP-103
2.000 cm² Wu = 4.55 T/m 2.130 cm² Wu = 4.20 T/m
3.05 m 3.08 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO A APOYO B APOYO C
As = 2.000 cm² As = 2.130 cm² As =
a = 2.428 cm a = 2.005 cm a =
Mr A = 2.864 Tn-m/m Mr B = 3.023 Tn-m/m Mr C =
DIAGRAMA DE MO MENTOS RESISTENTES
Mr A = 2.864 Tn-m Mr B = 3.023 Tn-m Mr C =
3.05 m 3.08 m
2. DIAGRAMA DE FUERZA CORTANTE
arriba (-) abajo (+)
APOYO Mr Vi Vi'
APOYO A 2.864 Tn-m 6.881 Tn
APOYO B 3.023 Tn-m -6.985 Tn 6.199 Tn
APOYO "A" APOYO "B" APOYO "C"
wbcf
fyAsa
.'.85.0
. )2/.(.. adAsfyMr
i
jiiui l
MrMrlwV
)(
2
.
APOYO C 3.846 Tn-m -6.734 Tn 8.201 Tn
APOYO D 4.031 Tn-m -8.303 Tn
-6.985 Tn -6.734 Tn
3.05 m 3.08 m
6.881 Tn 6.199 Tn 8.201 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO A-B TRAMO B-C
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
Vud = 4.535 Tn Vud = 4.033 Tn
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
Vc = 7.507 Tn Vc = 7.507 Tn
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
Vs = -2.971 Tn Vs = -3.474 Tn
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
V's = 29.743 Tn mayor que: -2.971 Tn V's = 29.743 Tn mayor que: -3.474 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
V's = 15.580 Tn mayor que: -2.971 Tn V's = 15.580 Tn mayor que: -3.474 Tn
Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser: d/2 19.55 cm
12.50 cm 12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 2.000 m Z = 1.500 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
VnVud
s
dfyAsVS
min
i
jiiui l
MrMrlwV
)(
2
.
)( VcVsVud
dbcfsV ..'1.2'
dbcfVc ´53.0
dbcfsV ..'1.1'
dbcfsV ..'1.2'
dbcfsV ..'1.1' dbcfsV ..'1.1'
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
17.50 cm As min = 1.420 cm² 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
Vs = 23.316 Tn Vs = 23.316 Tn
Cubre Tranquilam 6.881 Tn Cubre Tranquilam 6.199 Tn
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A @ 0.125 m
2.182 m 1.816 m
Nº de estribos : 18 estribos 18 @ 0.125 Nº de estribos : 15 estribos 15 @ 0.125
Longitud Estribada 2.250 m Longitud Estribada 1.875 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA
TRAMO DE ESTRIBOS A @ 0.100 m
4.527 m
Execde distancia que queda por estribar
-0.300 m
Nº de estribos : -3 estribos -3 @ 0.1
Longitud Estribada -0.30 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected]∎
VIGA PRINCIPAL: VP-104
3.870 cm² Wu = 4.04 T/m 4.000 cm² Wu = 4.19 T/m
3.05 m 3.08 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO "A" APOYO "B" APOYO "C"
s
dfyAsVS
min
wbcf
fyAsa
.'.85.0
. )2/.(.. adAsfyMr
APOYO A APOYO B APOYO C
As = 3.870 cm² As = 4.000 cm² As =
a = 2.428 cm a = 3.765 cm a =
Mr A = 5.541 Tn-m/m Mr B = 5.677 Tn-m/m Mr C =
DIAGRAMA DE MO MENTOS RESISTENTES
Mr A = 5.541 Tn-m Mr B = 5.677 Tn-m Mr C =
3.05 m 3.08 m
2. DIAGRAMA DE FUERZA CORTANTE
arriba (-) abajo (+)
APOYO Mr Vi Vi'
APOYO A 5.541 Tn-m 6.118 Tn
APOYO B 5.677 Tn-m -6.207 Tn 6.179 Tn
APOYO C 6.500 Tn-m -6.713 Tn 7.262 Tn
APOYO D 7.323 Tn-m -7.715 Tn
-6.207 Tn -6.713 Tn
3.05 m 3.08 m
6.118 Tn 6.179 Tn 7.262 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO A-B TRAMO B-C
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
Vud = 4.033 Tn Vud = 4.019 Tn
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
Vc = 7.507 Tn Vc = 7.507 Tn
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
Vs = -3.473 Tn Vs = -3.488 Tn
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
VnVud
i
jiiui l
MrMrlwV
)(
2
.
)( VcVsVud dbcfVc ´53.0
V's = 29.743 Tn mayor que: -3.473 Tn V's = 29.743 Tn mayor que: -3.488 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
V's = 15.580 Tn mayor que: -3.473 Tn V's = 15.580 Tn mayor que: -3.488 Tn
Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser: d/2 19.55 cm
12.50 cm 12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 2.000 m Z = 1.500 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
17.50 cm As min = 1.420 cm² 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
Vs = 23.316 Tn Vs = 23.316 Tn
Cubre Tranquilam 6.118 Tn Cubre Tranquilam 6.179 Tn
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A @ 0.125 m
2.454 m 1.822 m
Nº de estribos : 20 estribos 20 @ 0.125 Nº de estribos : 15 estribos 15 @ 0.125
Longitud Estribada 2.500 m Longitud Estribada 1.875 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA
TRAMO DE ESTRIBOS A @ 0.100 m
5.122 m
Execde distancia que queda por estribar
-0.550 m
Nº de estribos : -5 estribos -5 @ 0.1
Longitud Estribada -0.50 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
s
dfyAsVS
min
dbcfsV ..'1.2'
dbcfsV ..'1.1'
dbcfsV ..'1.2'
dbcfsV ..'1.1' dbcfsV ..'1.1'
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected]∎
VIGA PRINCIPAL: VP-105
3.270 cm² Wu = 5.81 T/m 3.960 cm² Wu = 5.42 T/m
3.05 m 3.08 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO A APOYO B APOYO C
As = 3.270 cm² As = 3.960 cm² As =
a = 2.428 cm a = 3.727 cm a =
Mr A = 4.682 Tn-m/m Mr B = 5.620 Tn-m/m Mr C =
DIAGRAMA DE MO MENTOS RESISTENTES
Mr A = 4.682 Tn-m Mr B = 5.620 Tn-m Mr C =
3.05 m 3.08 m
2. DIAGRAMA DE FUERZA CORTANTE
arriba (-) abajo (+)
APOYO Mr Vi Vi'
APOYO A 4.682 Tn-m 8.548 Tn
APOYO B 5.620 Tn-m -9.163 Tn 8.077 Tn
APOYO C 6.472 Tn-m -8.630 Tn 10.269 Tn
APOYO D 7.451 Tn-m -10.809 Tn
-9.163 Tn -8.630 Tn
APOYO "A" APOYO "B" APOYO "C"
wbcf
fyAsa
.'.85.0
. )2/.(.. adAsfyMr
i
jiiui l
MrMrlwV
)(
2
.
3.05 m 3.08 m
8.548 Tn 8.077 Tn 10.269 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO A-B TRAMO B-C
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
Vud = 5.552 Tn Vud = 5.279 Tn
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
Vc = 7.507 Tn Vc = 7.507 Tn
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
Vs = -1.955 Tn Vs = -2.228 Tn
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
V's = 29.743 Tn mayor que: -1.955 Tn V's = 29.743 Tn mayor que: -2.228 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
V's = 15.580 Tn mayor que: -1.955 Tn V's = 15.580 Tn mayor que: -2.228 Tn
Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser: d/2 19.55 cm
12.50 cm 12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 1.500 m Z = 1.500 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
17.50 cm As min = 1.420 cm² 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
VnVud
s
dfyAsVS
min
)( VcVsVud
dbcfsV ..'1.2'
dbcfVc ´53.0
dbcfsV ..'1.1'
dbcfsV ..'1.2'
dbcfsV ..'1.1' dbcfsV ..'1.1'
@ 10.0 cm @ 10.0 cm
Vs = 23.316 Tn Vs = 23.316 Tn
Cubre Tranquilam 8.548 Tn Cubre Tranquilam 8.077 Tn
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A @ 0.125 m
1.317 m 1.394 m
Nº de estribos : 11 estribos 11 @ 0.125 Nº de estribos : 12 estribos 12 @ 0.125
Longitud Estribada 1.375 m Longitud Estribada 1.500 m
SEGUIMOS COLOCANDO ESTRIBOS TODA LA VIGA ESTA ESTRIBADA
TRAMO DE ESTRIBOS A @ 0.100 m
2.717 m
Execde distancia que queda por estribar
0.075 m
Nº de estribos : 1 estribos 1 @ 0.1
Longitud Estribada 0.10 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected]∎
VIGA PRINCIPAL: VP-106
5.850 cm² Wu = 3.78 T/m 5.940 cm² Wu = 3.77 T/m
3.05 m 3.08 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO A APOYO B APOYO C
As = 5.850 cm² As = 5.940 cm² As =
a = 2.428 cm a = 5.591 cm a =
Mr A = 8.377 Tn-m/m Mr B = 8.430 Tn-m/m Mr C =
APOYO "A" APOYO "B" APOYO "C"
wbcf
fyAsa
.'.85.0
. )2/.(.. adAsfyMr
DIAGRAMA DE MO MENTOS RESISTENTES
Mr A = 8.377 Tn-m Mr B = 8.430 Tn-m Mr C =
3.05 m 3.08 m
2. DIAGRAMA DE FUERZA CORTANTE
arriba (-) abajo (+)
APOYO Mr Vi Vi'
APOYO A 8.377 Tn-m 5.743 Tn
APOYO B 8.430 Tn-m -5.778 Tn 5.535 Tn
APOYO C 9.282 Tn-m -6.088 Tn 6.311 Tn
APOYO D 11.241 Tn-m -7.390 Tn
-5.778 Tn -6.088 Tn
3.05 m 3.08 m
5.743 Tn 5.535 Tn 6.311 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO A-B TRAMO B-C
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
Vud = 3.794 Tn Vud = 3.588 Tn
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
Vc = 7.507 Tn Vc = 7.507 Tn
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
Vs = -3.713 Tn Vs = -3.918 Tn
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
V's = 29.743 Tn mayor que: -3.713 Tn V's = 29.743 Tn mayor que: -3.918 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
VnVud
i
jiiui l
MrMrlwV
)(
2
.
)( VcVsVud
dbcfsV ..'1.2'
dbcfVc ´53.0
dbcfsV ..'1.2'
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
V's = 15.580 Tn mayor que: -3.713 Tn V's = 15.580 Tn mayor que: -3.918 Tn
Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser: d/2 19.55 cm
12.50 cm 12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 2.000 m Z = 1.500 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
17.50 cm As min = 1.420 cm² 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
Vs = 23.316 Tn Vs = 23.316 Tn
Cubre Tranquilam 5.743 Tn Cubre Tranquilam 5.535 Tn
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A @ 0.125 m
2.614 m 2.034 m
Nº de estribos : 21 estribos 21 @ 0.125 Nº de estribos : 17 estribos 17 @ 0.125
Longitud Estribada 2.625 m Longitud Estribada 2.125 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA
TRAMO DE ESTRIBOS A @ 0.100 m
5.495 m
Execde distancia que queda por estribar
-0.675 m
Nº de estribos : -6 estribos -6 @ 0.1
Longitud Estribada -0.60 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected]∎
s
dfyAsVS
min
dbcfsV ..'1.1' dbcfsV ..'1.1' dbcfsV ..'1.1'
VIGAS PRINCIPALES: PRIMER PISO VIGAS PRINCIPALES: SEGUNDO PISO
DATOS:
f'c = 210 Kg/cm²
fy = 4200 Kg/cm²
Ǿ flex. 0.9
Ǿ corte 0.85
b: 25.00 cm
h: 45.00 cm
d: 39.10 cm
t : 25.00 cm
4.580 cm² Wu = 3.73 T/m 3.870 cm² 3.290 cm²
4.25 m 4.25 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO C APOYO D APOYO A
4.580 cm² As = 3.870 cm² As = 3.290 cm²
4.311 cm a = 3.642 cm a = 3.096 cm
6.500 Tn-m/m Mr D = 5.493 Tn-m/m Mr A = 3.426 Tn-m/m
DIAGRAMA DE MO MENTOS RESISTENTES
6.500 Tn-m Mr D = 5.493 Tn-m Mr A = 3.426 Tn-m
4.25 m 4.25 m
oe mira el diseño por cortanate esos dibujos los e puesto pero no son kiero k los agas asi solo pa copiarlos y pegarlos solo ponle los acero longitudinales y los aceros de los bastones nada mas asi km stan en el excel pero envialos en excel solo los dibujos kn los aceros longitudinales y sus bastones de acuerdo a tu distribucion k as echo de aceros
APOYO "C" APOYO "D" APOYO "A"
2. DIAGRAMA DE FUERZA CORTANTE
APOYO Mr
APOYO A 3.426 Tn-m
APOYO B 6.091 Tn-m
APOYO C 4.769 Tn-m
APOYO D 4.748 Tn-m
-7.694 Tn
4.25 m
7.336 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO C-D TRAMO A-B
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
Vud = 6.242 Tn Vud =
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
Vc = 7.507 Tn Vc =
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
Vs = -1.264 Tn Vs =
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
V's = 29.743 Tn mayor que: -1.264 Tn V's = 29.743 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
V's = 15.580 Tn mayor que: -1.264 Tn V's = 15.580 Tn
Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser:
12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
dbcfVc ´53.0
dbcfsV ..'1.2'
dbcfsV ..'1.1'
VnVud
dbcfsV ..'1.2'
dbcfsV ..'1.1'
Z = 2.500 m Z = 2.000 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
17.50 cm As min = 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
Vs = 23.316 Tn Vs =
Cubre Tranquilam 8.168 Tn Cubre Tranquilam
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A
2.298 m 2.047 m
Nº de estribos : 19 estribos 19 @ 0.125 Nº de estribos : 17 estribos
Longitud Estribada 2.375 m Longitud Estribada 2.125 m
SEGUIMOS COLOCANDO ESTRIBOS TODA LA VIGA ESTA ESTRIBADA
TRAMO DE ESTRIBOS A @ 0.100 m TRAMO DE ESTRIBOS A
4.762 m 4.232 m
Execde distancia que queda por estribar Execde distancia que queda por estribar
0.075 m -0.175 m
Nº de estribos : 1 estribos 1 @ 0.1 Nº de estribos : -1 estribos
Longitud Estribada 0.10 m Longitud Estribada -0.10 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected], [email protected]∎
5.940 cm² Wu = 5.16 T/m 3.270 cm² 2.000 cm²
3.63 m 4.25 m
APOYO "C" APOYO "D" APOYO "A"
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO C APOYO D APOYO A
5.940 cm² As = 3.270 cm² As = 2.000 cm²
5.591 cm a = 3.078 cm a = 1.882 cm
8.430 Tn-m/m Mr D = 4.641 Tn-m/m Mr A = 2.864 Tn-m/m
DIAGRAMA DE MO MENTOS RESISTENTES
8.430 Tn-m Mr D = 4.641 Tn-m Mr A = 2.864 Tn-m
3.63 m 3.05 m
2. DIAGRAMA DE FUERZA CORTANTE
APOYO Mr
APOYO A 2.864 Tn-m
APOYO B 3.050 Tn-m
APOYO C 3.694 Tn-m
APOYO D 3.880 Tn-m
-8.326 Tn
3.63 m
5.951 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO C-D TRAMO A-B
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
Vud = 7.751 Tn Vud =
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
dbcfVc ´53.0 VnVud
Vc = 7.507 Tn Vc =
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
Vs = 0.244 Tn Vs =
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
V's = 29.743 Tn mayor que: 0.244 Tn V's = 29.743 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
V's = 15.580 Tn mayor que: 0.244 Tn V's = 15.580 Tn
Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser:
12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 2.500 m Z = 2.500 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
17.50 cm As min = 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
Vs = 23.316 Tn Vs =
Cubre Tranquilam 10.414 Tn Cubre Tranquilam
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A
1.802 m 3.154 m
Nº de estribos : 15 estribos 15 @ 0.125 Nº de estribos : 26 estribos
Longitud Estribada 1.875 m Longitud Estribada 3.250 m
SEGUIMOS COLOCANDO ESTRIBOS TODA LA VIGA ESTA ESTRIBADA
TRAMO DE ESTRIBOS A @ 0.100 m TRAMO DE ESTRIBOS A
3.722 m 6.546 m
dbcfsV ..'1.2'
dbcfsV ..'1.1'
dbcfsV ..'1.2'
dbcfsV ..'1.1'
Execde distancia que queda por estribar Execde distancia que queda por estribar
0.575 m -0.800 m
Nº de estribos : 6 estribos 6 @ 0.1 Nº de estribos : -8 estribos
Longitud Estribada 0.60 m Longitud Estribada -0.80 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected], [email protected]∎
2.710 cm² Wu = 4.55 T/m 2.840 cm² 3.270 cm²
3.63 m 4.25 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO C APOYO D APOYO A
2.710 cm² As = 2.840 cm² As = 3.270 cm²
2.551 cm a = 2.673 cm a = 1.882 cm
3.846 Tn-m/m Mr D = 4.031 Tn-m/m Mr A = 4.682 Tn-m/m
DIAGRAMA DE MO MENTOS RESISTENTES
3.846 Tn-m Mr D = 4.031 Tn-m Mr A = 4.682 Tn-m
3.63 m 3.05 m
2. DIAGRAMA DE FUERZA CORTANTE
APOYO Mr
APOYO A 4.682 Tn-m
APOYO B 5.670 Tn-m
APOYO "C" APOYO "D" APOYO "A"
APOYO C 6.529 Tn-m
APOYO D 8.377 Tn-m
-8.303 Tn
3.63 m
4.346 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO C-D TRAMO A-B
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
Vud = 5.855 Tn Vud =
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
Vc = 7.507 Tn Vc =
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
Vs = -1.651 Tn Vs =
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
V's = 29.743 Tn mayor que: -1.651 Tn V's = 29.743 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
V's = 15.580 Tn mayor que: -1.651 Tn V's = 15.580 Tn
Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser:
12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 2.000 m Z = 2.000 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
dbcfVc ´53.0
dbcfsV ..'1.2'
dbcfsV ..'1.1'
VnVud
dbcfsV ..'1.2'
dbcfsV ..'1.1'
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
17.50 cm As min = 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
Vs = 23.316 Tn Vs =
Cubre Tranquilam 8.201 Tn Cubre Tranquilam
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A
1.831 m 3.455 m
Nº de estribos : 15 estribos 15 @ 0.125 Nº de estribos : 28 estribos
Longitud Estribada 1.875 m Longitud Estribada 3.500 m
SEGUIMOS COLOCANDO ESTRIBOS TODA LA VIGA ESTA ESTRIBADA
TRAMO DE ESTRIBOS A @ 0.100 m TRAMO DE ESTRIBOS A
3.811 m 7.231 m
Execde distancia que queda por estribar Execde distancia que queda por estribar
0.075 m -1.550 m
Nº de estribos : 1 estribos 1 @ 0.1 Nº de estribos : -15 estribos
Longitud Estribada 0.10 m Longitud Estribada -1.50 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected], [email protected]∎
4.580 cm² Wu = 4.13 T/m 5.160 cm² 4.140 cm²
3.63 m 4.25 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO "C" APOYO "D" APOYO "A"
APOYO C APOYO D APOYO A
4.580 cm² As = 5.160 cm² As = 4.140 cm²
4.311 cm a = 4.856 cm a = 1.882 cm
6.500 Tn-m/m Mr D = 7.323 Tn-m/m Mr A = 5.928 Tn-m/m
DIAGRAMA DE MO MENTOS RESISTENTES
6.500 Tn-m Mr D = 7.323 Tn-m Mr A = 5.928 Tn-m
3.63 m 3.05 m
2. DIAGRAMA DE FUERZA CORTANTE
APOYO Mr
APOYO A 5.928 Tn-m
APOYO B 7.775 Tn-m
APOYO C 12.243 Tn-m
APOYO D 10.009 Tn-m
-7.715 Tn
3.63 m
4.091 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO C-D TRAMO A-B
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
Vud = 5.133 Tn Vud =
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
Vc = 7.507 Tn Vc =
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
Vs = -2.374 Tn Vs =
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
dbcfVc ´53.0 VnVud
V's = 29.743 Tn mayor que: -2.374 Tn V's = 29.743 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
V's = 15.580 Tn mayor que: -2.374 Tn V's = 15.580 Tn
Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser:
12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 2.000 m Z = 2.000 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
17.50 cm As min = 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
Vs = 23.316 Tn Vs =
Cubre Tranquilam 7.262 Tn Cubre Tranquilam
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A
2.068 m 3.669 m
Nº de estribos : 17 estribos 17 @ 0.125 Nº de estribos : 30 estribos
Longitud Estribada 2.125 m Longitud Estribada 3.750 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA
TRAMO DE ESTRIBOS A @ 0.100 m TRAMO DE ESTRIBOS A
4.297 m 7.647 m
Execde distancia que queda por estribar Execde distancia que queda por estribar
-0.175 m -1.800 m
Nº de estribos : -1 estribos -1 @ 0.1 Nº de estribos : -18 estribos
Longitud Estribada -0.10 m Longitud Estribada -1.80 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
dbcfsV ..'1.2'
dbcfsV ..'1.1'
dbcfsV ..'1.2'
dbcfsV ..'1.1'
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected], [email protected]∎
4.560 cm² Wu = 5.81 T/m 5.250 cm² 3.270 cm²
3.63 m 4.25 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO C APOYO D APOYO A
4.560 cm² As = 5.250 cm² As = 3.270 cm²
4.292 cm a = 4.941 cm a = 1.882 cm
6.472 Tn-m/m Mr D = 7.451 Tn-m/m Mr A = 4.682 Tn-m/m
DIAGRAMA DE MO MENTOS RESISTENTES
6.472 Tn-m Mr D = 7.451 Tn-m Mr A = 4.682 Tn-m
3.63 m 3.05 m
2. DIAGRAMA DE FUERZA CORTANTE
APOYO Mr
APOYO A 4.682 Tn-m
APOYO B 5.670 Tn-m
APOYO C 7.517 Tn-m
APOYO D 10.353 Tn-m
-10.809 Tn
APOYO "C" APOYO "D" APOYO "A"
3.63 m
5.962 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO C-D TRAMO A-B
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
Vud = 7.273 Tn Vud =
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
Vc = 7.507 Tn Vc =
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
Vs = -0.233 Tn Vs =
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
V's = 29.743 Tn mayor que: -0.233 Tn V's = 29.743 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
V's = 15.580 Tn mayor que: -0.233 Tn V's = 15.580 Tn
Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser:
12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 2.000 m Z = 2.500 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
17.50 cm As min = 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
dbcfVc ´53.0
dbcfsV ..'1.2'
dbcfsV ..'1.1'
VnVud
dbcfsV ..'1.2'
dbcfsV ..'1.1'
@ 10.0 cm @ 10.0 cm
Vs = 23.316 Tn Vs =
Cubre Tranquilam 10.269 Tn Cubre Tranquilam
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A
1.462 m 3.148 m
Nº de estribos : 12 estribos 12 @ 0.125 Nº de estribos : 26 estribos
Longitud Estribada 1.500 m Longitud Estribada 3.250 m
SEGUIMOS COLOCANDO ESTRIBOS TODA LA VIGA ESTA ESTRIBADA
TRAMO DE ESTRIBOS A @ 0.100 m TRAMO DE ESTRIBOS A
3.041 m 6.527 m
Execde distancia que queda por estribar Execde distancia que queda por estribar
0.450 m -0.800 m
Nº de estribos : 5 estribos 5 @ 0.1 Nº de estribos : -8 estribos
Longitud Estribada 0.50 m Longitud Estribada -0.80 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected], [email protected]∎
6.540 cm² Wu = 3.77 T/m 7.920 cm² 4.560 cm²
3.63 m 4.25 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO C APOYO D APOYO A
6.540 cm² As = 7.920 cm² As = 4.560 cm²
6.155 cm a = 7.454 cm a = 1.882 cm
9.282 Tn-m/m Mr D = 11.241 Tn-m/m Mr A = 6.529 Tn-m/m
APOYO "C" APOYO "D" APOYO "A"
DIAGRAMA DE MO MENTOS RESISTENTES
9.282 Tn-m Mr D = 11.241 Tn-m Mr A = 6.529 Tn-m
3.63 m 3.05 m
2. DIAGRAMA DE FUERZA CORTANTE
APOYO Mr
APOYO A 6.529 Tn-m
APOYO B 7.517 Tn-m
APOYO C 3.694 Tn-m
APOYO D 4.067 Tn-m
-7.390 Tn
3.63 m
3.936 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO C-D TRAMO A-B
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
Vud = 4.364 Tn Vud =
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
Vc = 7.507 Tn Vc =
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
Vs = -3.143 Tn Vs =
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
V's = 29.743 Tn mayor que: -3.143 Tn V's = 29.743 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
dbcfVc ´53.0
dbcfsV ..'1.2'
VnVud
dbcfsV ..'1.2'
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
V's = 15.580 Tn mayor que: -3.143 Tn V's = 15.580 Tn
Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser:
12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 2.000 m Z = 2.000 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
17.50 cm As min = 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
Vs = 23.316 Tn Vs =
Cubre Tranquilam 6.311 Tn Cubre Tranquilam
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A
2.379 m 3.814 m
Nº de estribos : 20 estribos 20 @ 0.125 Nº de estribos : 31 estribos
Longitud Estribada 2.500 m Longitud Estribada 3.875 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA
TRAMO DE ESTRIBOS A @ 0.100 m TRAMO DE ESTRIBOS A
4.889 m 7.972 m
Execde distancia que queda por estribar Execde distancia que queda por estribar
-0.550 m -1.925 m
Nº de estribos : -5 estribos -5 @ 0.1 Nº de estribos : -19 estribos
Longitud Estribada -0.50 m Longitud Estribada -1.90 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected], [email protected]∎
dbcfsV ..'1.1' dbcfsV ..'1.1'
VIGAS PRINCIPALES: SEGUNDO PISO
VIGA PRINCIPAL: VP-201
Wu = 3.75 T/m 5.850 cm² Wu = 3.75 T/m 4.580 cm²
4.25 m 2.25 m 4.25 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO B APOYO C
As = 5.850 cm² As = 4.580 cm²
a = 5.506 cm a = 4.311 cm
Mr B = 6.091 Tn-m/m Mr C = 4.769 Tn-m/m
DIAGRAMA DE MO MENTOS RESISTENTES
Mr B = 6.091 Tn-m Mr C = 4.769 Tn-m
4.25 m 2.25 m 4.25 m
APOYO "B" APOYO "C"
wbcf
fyAsa
.'.85.0
. )2/.(.. adAsfyMr
2. DIAGRAMA DE FUERZA CORTANTE
arriba (-) abajo (+)
Vi Vi'
7.336 Tn
-8.591 Tn 4.804 Tn
-3.628 Tn 7.968 Tn
-7.958 Tn
-8.591 Tn -3.628 Tn
4.25 m 2.25 m 4.25 m
4.804 Tn 7.968 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO A-B TRAMO B-C TRAMO C-D
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
5.777 Tn Vud = 2.870 Tn Vud =
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
7.507 Tn Vc = 7.507 Tn Vc =
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
-1.729 Tn Vs = -4.637 Tn Vs =
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
mayor que: -1.729 Tn V's = 29.743 Tn mayor que: -4.637 Tn V's = 29.743 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
mayor que: -1.729 Tn V's = 15.580 Tn mayor que: -4.637 Tn V's = 15.580 Tn
d/2 19.55 cm Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser:
12.50 cm 12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
VnVud
i
jiiui l
MrMrlwV
)(
2
.
)( VcVsVud
dbcfsV ..'1.2'
dbcfVc ´53.0
dbcfsV ..'1.1'
dbcfsV ..'1.2' dbcfsV ..'1.2'
dbcfsV ..'1.1' dbcfsV ..'1.1' dbcfsV ..'1.1'
Z = 1.500 m Z = 2.500 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
As min = 1.420 cm² 17.50 cm 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
23.316 Tn Vs = 23.316 Tn Vs =
7.336 Tn Cubre Tranquilam 4.804 Tn Cubre Tranquilam
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
@ 0.125 m TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A
2.344 m 2.355 m
17 @ 0.125 Nº de estribos : 19 estribos 19 @ 0.125 Nº de estribos : 19 estribos
Longitud Estribada 2.375 m Longitud Estribada 2.375 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA SEGUIMOS COLOCANDO ESTRIBOS
@ 0.100 m TRAMO DE ESTRIBOS A
4.940 m
Execde distancia que queda por estribar Execde distancia que queda por estribar
0.075 m
-1 @ 0.1 Nº de estribos : 1 estribos
Longitud Estribada 0.10 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected]∎ 3/8 [email protected], [email protected], [email protected]∎
VIGA PRINCIPAL: VP-202
Wu = 3.94 T/m 2.130 cm² Wu = 3.94 T/m 2.580 cm²
4.25 m 2.25 m 4.25 m
APOYO "B" APOYO "C"
s
dfyAsVS
min
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO B APOYO C
As = 2.130 cm² As = 2.580 cm²
a = 2.005 cm a = 2.428 cm
Mr B = 3.050 Tn-m/m Mr C = 3.694 Tn-m/m
DIAGRAMA DE MO MENTOS RESISTENTES
Mr B = 3.050 Tn-m Mr C = 3.694 Tn-m
3.05 m 3.08 m 3.63 m
2. DIAGRAMA DE FUERZA CORTANTE
arriba (-) abajo (+)
Vi Vi'
5.951 Tn
-6.073 Tn 5.862 Tn
-6.280 Tn 7.104 Tn
-7.206 Tn
-6.073 Tn -6.280 Tn
3.05 m 3.08 m 3.63 m
5.862 Tn 7.104 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO A-B TRAMO B-C TRAMO C-D
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
3.917 Tn Vud = 3.828 Tn Vud =
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
VnVud
wbcf
fyAsa
.'.85.0
. )2/.(.. adAsfyMr
i
jiiui l
MrMrlwV
)(
2
.
)( VcVsVud dbcfVc ´53.0
7.507 Tn Vc = 7.507 Tn Vc =
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
-3.590 Tn Vs = -3.679 Tn Vs =
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
mayor que: -3.590 Tn V's = 29.743 Tn mayor que: -3.679 Tn V's = 29.743 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
mayor que: -3.590 Tn V's = 15.580 Tn mayor que: -3.679 Tn V's = 15.580 Tn
d/2 19.55 cm Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser:
12.50 cm 12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 1.500 m Z = 2.500 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
As min = 1.420 cm² 17.50 cm 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
23.316 Tn Vs = 23.316 Tn Vs =
5.951 Tn Cubre Tranquilam 5.862 Tn Cubre Tranquilam
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
@ 0.125 m TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A
1.921 m 2.642 m
26 @ 0.125 Nº de estribos : 16 estribos 16 @ 0.125 Nº de estribos : 22 estribos
Longitud Estribada 2.000 m Longitud Estribada 2.750 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA
@ 0.100 m TRAMO DE ESTRIBOS A
5.456 m
s
dfyAsVS
min
dbcfsV ..'1.2'
dbcfsV ..'1.1'
dbcfsV ..'1.2' dbcfsV ..'1.2'
dbcfsV ..'1.1' dbcfsV ..'1.1' dbcfsV ..'1.1'
Execde distancia que queda por estribar Execde distancia que queda por estribar
-0.300 m
-8 @ 0.1 Nº de estribos : -3 estribos
Longitud Estribada -0.30 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected]∎ 3/8 [email protected], [email protected], [email protected]∎
VIGA PRINCIPAL: VP-203
Wu = 3.06 T/m 3.960 cm² Wu = 3.06 T/m 4.560 cm²
4.25 m 2.25 m 4.25 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO B APOYO C
As = 3.960 cm² As = 4.560 cm²
a = 2.005 cm a = 2.428 cm
Mr B = 5.670 Tn-m/m Mr C = 6.529 Tn-m/m
DIAGRAMA DE MO MENTOS RESISTENTES
Mr B = 5.670 Tn-m Mr C = 6.529 Tn-m
3.05 m 3.08 m 3.63 m
2. DIAGRAMA DE FUERZA CORTANTE
arriba (-) abajo (+)
Vi Vi'
4.346 Tn
-4.994 Tn 4.437 Tn
APOYO "B" APOYO "C"
wbcf
fyAsa
.'.85.0
. )2/.(.. adAsfyMr
i
jiiui l
MrMrlwV
)(
2
.
-4.995 Tn 5.049 Tn
-6.067 Tn
-4.994 Tn -4.995 Tn
3.05 m 3.08 m 3.63 m
4.437 Tn 5.049 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO A-B TRAMO B-C TRAMO C-D
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
2.766 Tn Vud = 2.857 Tn Vud =
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
7.507 Tn Vc = 7.507 Tn Vc =
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
-4.741 Tn Vs = -4.650 Tn Vs =
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
mayor que: -4.741 Tn V's = 29.743 Tn mayor que: -4.650 Tn V's = 29.743 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
mayor que: -4.741 Tn V's = 15.580 Tn mayor que: -4.650 Tn V's = 15.580 Tn
d/2 19.55 cm Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser:
12.50 cm 12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 1.500 m Z = 2.000 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
VnVud
s
dfyAsVS
min
i
jiiui l
MrMrlwV
)(
2
.
)( VcVsVud
dbcfsV ..'1.2'
dbcfVc ´53.0
dbcfsV ..'1.1'
dbcfsV ..'1.2' dbcfsV ..'1.2'
dbcfsV ..'1.1' dbcfsV ..'1.1' dbcfsV ..'1.1'
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
As min = 1.420 cm² 17.50 cm 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
23.316 Tn Vs = 23.316 Tn Vs =
4.346 Tn Cubre Tranquilam 4.437 Tn Cubre Tranquilam
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
@ 0.125 m TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A
2.538 m 2.974 m
28 @ 0.125 Nº de estribos : 21 estribos 21 @ 0.125 Nº de estribos : 24 estribos
Longitud Estribada 2.625 m Longitud Estribada 3.000 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA
@ 0.100 m TRAMO DE ESTRIBOS A
6.236 m
Execde distancia que queda por estribar Execde distancia que queda por estribar
-1.050 m
-15 @ 0.1 Nº de estribos : -10 estribos
Longitud Estribada -1.00 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected]∎ 3/8 [email protected], [email protected], [email protected]∎
VIGA PRINCIPAL: VP-204
Wu = 3.08 T/m 5.430 cm² Wu = 3.08 T/m 8.550 cm²
4.25 m 2.25 m 4.25 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO "B" APOYO "C"
s
dfyAsVS
min
wbcf
fyAsa
.'.85.0
. )2/.(.. adAsfyMr
APOYO B APOYO C
As = 5.430 cm² As = 8.550 cm²
a = 2.005 cm a = 2.428 cm
Mr B = 7.775 Tn-m/m Mr C = 12.243 Tn-m/m
DIAGRAMA DE MO MENTOS RESISTENTES
Mr B = 7.775 Tn-m Mr C = 12.243 Tn-m
3.05 m 3.08 m 3.63 m
2. DIAGRAMA DE FUERZA CORTANTE
arriba (-) abajo (+)
Vi Vi'
4.091 Tn
-5.303 Tn 3.293 Tn
-6.194 Tn 6.206 Tn
-4.975 Tn
-5.303 Tn -6.194 Tn
3.05 m 3.08 m 3.63 m
3.293 Tn 6.206 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO A-B TRAMO B-C TRAMO C-D
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
2.502 Tn Vud = 1.704 Tn Vud =
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
7.507 Tn Vc = 7.507 Tn Vc =
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
-5.004 Tn Vs = -5.803 Tn Vs =
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
VnVud
i
jiiui l
MrMrlwV
)(
2
.
)( VcVsVud dbcfVc ´53.0
mayor que: -5.004 Tn V's = 29.743 Tn mayor que: -5.803 Tn V's = 29.743 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
mayor que: -5.004 Tn V's = 15.580 Tn mayor que: -5.803 Tn V's = 15.580 Tn
d/2 19.55 cm Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser:
12.50 cm 12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 1.000 m Z = 2.500 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
As min = 1.420 cm² 17.50 cm 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
23.316 Tn Vs = 23.316 Tn Vs =
4.091 Tn Cubre Tranquilam 3.293 Tn Cubre Tranquilam
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
@ 0.125 m TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A
2.280 m 3.024 m
30 @ 0.125 Nº de estribos : 19 estribos 19 @ 0.125 Nº de estribos : 25 estribos
Longitud Estribada 2.375 m Longitud Estribada 3.125 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA
@ 0.100 m TRAMO DE ESTRIBOS A
6.268 m
Execde distancia que queda por estribar Execde distancia que queda por estribar
-0.675 m
-18 @ 0.1 Nº de estribos : -6 estribos
Longitud Estribada -0.60 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
s
dfyAsVS
min
dbcfsV ..'1.2'
dbcfsV ..'1.1'
dbcfsV ..'1.2' dbcfsV ..'1.2'
dbcfsV ..'1.1' dbcfsV ..'1.1' dbcfsV ..'1.1'
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected]∎ 3/8 [email protected], [email protected], [email protected]∎
VIGA PRINCIPAL: VP-205
Wu = 4.12 T/m 3.960 cm² Wu = 4.12 T/m 5.250 cm²
4.25 m 2.25 m 4.25 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO B APOYO C
As = 3.960 cm² As = 5.250 cm²
a = 2.005 cm a = 2.428 cm
Mr B = 5.670 Tn-m/m Mr C = 7.517 Tn-m/m
DIAGRAMA DE MO MENTOS RESISTENTES
Mr B = 5.670 Tn-m Mr C = 7.517 Tn-m
3.05 m 3.08 m 3.63 m
2. DIAGRAMA DE FUERZA CORTANTE
arriba (-) abajo (+)
Vi Vi'
5.962 Tn
-6.610 Tn 5.748 Tn
-6.947 Tn 6.700 Tn
-8.262 Tn
-6.610 Tn -6.947 Tn
APOYO "B" APOYO "C"
wbcf
fyAsa
.'.85.0
. )2/.(.. adAsfyMr
i
jiiui l
MrMrlwV
)(
2
.
3.05 m 3.08 m 3.63 m
5.748 Tn 6.700 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO A-B TRAMO B-C TRAMO C-D
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
3.835 Tn Vud = 3.621 Tn Vud =
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
7.507 Tn Vc = 7.507 Tn Vc =
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
-3.672 Tn Vs = -3.886 Tn Vs =
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
mayor que: -3.672 Tn V's = 29.743 Tn mayor que: -3.886 Tn V's = 29.743 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
mayor que: -3.672 Tn V's = 15.580 Tn mayor que: -3.886 Tn V's = 15.580 Tn
d/2 19.55 cm Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser:
12.50 cm 12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 1.500 m Z = 2.000 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
As min = 1.420 cm² 17.50 cm 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
VnVud
s
dfyAsVS
min
)( VcVsVud
dbcfsV ..'1.2'
dbcfVc ´53.0
dbcfsV ..'1.1'
dbcfsV ..'1.2' dbcfsV ..'1.2'
dbcfsV ..'1.1' dbcfsV ..'1.1' dbcfsV ..'1.1'
@ 10.0 cm @ 10.0 cm
23.316 Tn Vs = 23.316 Tn Vs =
5.962 Tn Cubre Tranquilam 5.748 Tn Cubre Tranquilam
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
@ 0.125 m TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A
1.959 m 2.241 m
26 @ 0.125 Nº de estribos : 16 estribos 16 @ 0.125 Nº de estribos : 18 estribos
Longitud Estribada 2.000 m Longitud Estribada 2.250 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA
@ 0.100 m TRAMO DE ESTRIBOS A
4.710 m
Execde distancia que queda por estribar Execde distancia que queda por estribar
-0.300 m
-8 @ 0.1 Nº de estribos : -3 estribos
Longitud Estribada -0.30 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected]∎ 3/8 [email protected], [email protected], [email protected]∎
VIGA PRINCIPAL: VP-206
Wu = 2.79 T/m 5.250 cm² Wu = 2.79 T/m 2.580 cm²
4.25 m 2.25 m 4.25 m
1. DIAGRAMA DE MOMENTOS REALES
MOMENTOS RESISTENTES:
Usando las formulas de flexion simple:
APOYO B APOYO C
As = 5.250 cm² As = 2.580 cm²
a = 2.005 cm a = 2.428 cm
Mr B = 7.517 Tn-m/m Mr C = 3.694 Tn-m/m
APOYO "B" APOYO "C"
wbcf
fyAsa
.'.85.0
. )2/.(.. adAsfyMr
DIAGRAMA DE MO MENTOS RESISTENTES
Mr B = 7.517 Tn-m Mr C = 3.694 Tn-m
3.05 m 3.08 m 3.63 m
2. DIAGRAMA DE FUERZA CORTANTE
arriba (-) abajo (+)
Vi Vi'
3.936 Tn
-4.584 Tn 5.543 Tn
-3.061 Tn 4.968 Tn
-5.173 Tn
-4.584 Tn -3.061 Tn
3.05 m 3.08 m 3.63 m
5.543 Tn 4.968 Tn
3. DISEÑO DEL REFUERZO TRANSVERSAL
TRAMO A-B TRAMO B-C TRAMO C-D
CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d" CALCULO DEL CORTANTE A UNA DISTANCIA "d"
2.495 Tn Vud = 4.102 Tn Vud =
CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO CORTE TOMADO POR EL CONCRETO
7.507 Tn Vc = 7.507 Tn Vc =
CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO CORTE TOMADO POR EL ACERO
-5.012 Tn Vs = -3.405 Tn Vs =
MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO MAXIMO CORTANTE TOMADO POR EL REFUERZO
mayor que: -5.012 Tn V's = 29.743 Tn mayor que: -3.405 Tn V's = 29.743 Tn
Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte Si se puede diseñar refuerzo para que tome el corte
VnVud
i
jiiui l
MrMrlwV
)(
2
.
)( VcVsVud
dbcfsV ..'1.2'
dbcfVc ´53.0
dbcfsV ..'1.2' dbcfsV ..'1.2'
ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO ESPACIAMIENTO MAXIMO
mayor que: -5.012 Tn V's = 15.580 Tn mayor que: -3.405 Tn V's = 15.580 Tn
d/2 19.55 cm Espaciamiento debe ser: d/2 19.55 cm Espaciamiento debe ser:
12.50 cm 12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS 4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Z = 1.500 m Z = 2.500 m
Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a: Los espaciamientos se realizan generalmente a:
0.75 cm 0.75 cm
10.00 cm 10.00 cm
S 12.50 cm S 12.50 cm
15.00 cm 15.00 cm
As min = 1.420 cm² 17.50 cm 17.50 cm
@ 5.0 cm Por norma @ 5.0 cm Por norma
@ 10.0 cm @ 10.0 cm
23.316 Tn Vs = 23.316 Tn Vs =
3.936 Tn Cubre Tranquilam 5.543 Tn Cubre Tranquilam
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS 5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
@ 0.125 m TRAMO DE ESTRIBOS A @ 0.125 m TRAMO DE ESTRIBOS A
2.031 m 3.778 m
31 @ 0.125 Nº de estribos : 17 estribos 17 @ 0.125 Nº de estribos : 31 estribos
Longitud Estribada 2.125 m Longitud Estribada 3.875 m
TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA TODA LA VIGA ESTA ESTRIBADA
@ 0.100 m TRAMO DE ESTRIBOS A
7.859 m
Execde distancia que queda por estribar Execde distancia que queda por estribar
-1.425 m
-19 @ 0.1 Nº de estribos : -14 estribos
Longitud Estribada -1.40 m
6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS 6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎ 3/8 [email protected], [email protected]∎ 3/8 [email protected], [email protected], [email protected]∎
s
dfyAsVS
min
dbcfsV ..'1.1' dbcfsV ..'1.1' dbcfsV ..'1.1' dbcfsV ..'1.1'
Wu = 3.75 T/m 4.560 cm²
4.25 m
APOYO D
As = 4.560 cm²
a = 4.292 cm
Mr D = 4.748 Tn-m/m
Mr D = 4.748 Tn-m
4.25 m
APOYO "D"
-7.958 Tn
TRAMO C-D
CALCULO DEL CORTANTE A UNA DISTANCIA "d"
6.035 Tn
CORTE TOMADO POR EL CONCRETO
7.507 Tn
CORTE TOMADO POR EL ACERO
-1.472 Tn
MAXIMO CORTANTE TOMADO POR EL REFUERZO
mayor que: -1.472 Tn
Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO
mayor que: -1.472 Tn
d/2 19.55 cm
12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
dbcfsV ..'1.2'
dbcfsV ..'1.1'
Los espaciamientos se realizan generalmente a:
As min =
23.316 Tn
7.968 Tn
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
@ 0.125 m
19 @ 0.125
SEGUIMOS COLOCANDO ESTRIBOS
@ 0.100 m
Execde distancia que queda por estribar
1 @ 0.1
6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎
Wu = 3.94 T/m 2.710 cm²
4.25 m
APOYO "D"
APOYO D
As = 2.710 cm²
a = 2.551 cm
Mr D = 3.880 Tn-m/m
Mr D = 3.880 Tn-m
3.63 m
-7.206 Tn
TRAMO C-D
CALCULO DEL CORTANTE A UNA DISTANCIA "d"
5.070 Tn
CORTE TOMADO POR EL CONCRETO
7.507 Tn
CORTE TOMADO POR EL ACERO
-2.437 Tn
MAXIMO CORTANTE TOMADO POR EL REFUERZO
mayor que: -2.437 Tn
Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO
mayor que: -2.437 Tn
d/2 19.55 cm
12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Los espaciamientos se realizan generalmente a:
As min =
23.316 Tn
7.104 Tn
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
@ 0.125 m
22 @ 0.125
TODA LA VIGA ESTA ESTRIBADA
@ 0.100 m
dbcfsV ..'1.2'
dbcfsV ..'1.1'
Execde distancia que queda por estribar
-3 @ 0.1
6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎
Wu = 3.06 T/m 5.850 cm²
4.25 m
APOYO D
As = 5.850 cm²
a = 2.551 cm
Mr D = 8.377 Tn-m/m
Mr D = 8.377 Tn-m
3.63 m
APOYO "D"
-6.067 Tn
TRAMO C-D
CALCULO DEL CORTANTE A UNA DISTANCIA "d"
3.469 Tn
CORTE TOMADO POR EL CONCRETO
7.507 Tn
CORTE TOMADO POR EL ACERO
-4.038 Tn
MAXIMO CORTANTE TOMADO POR EL REFUERZO
mayor que: -4.038 Tn
Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO
mayor que: -4.038 Tn
d/2 19.55 cm
12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Los espaciamientos se realizan generalmente a:
dbcfsV ..'1.2'
dbcfsV ..'1.1'
As min =
23.316 Tn
5.049 Tn
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
@ 0.125 m
24 @ 0.125
TODA LA VIGA ESTA ESTRIBADA
@ 0.100 m
Execde distancia que queda por estribar
-10 @ 0.1
6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎
Wu = 3.08 T/m 6.990 cm²
4.25 m
APOYO "D"
APOYO D
As = 6.990 cm²
a = 2.551 cm
Mr D = 10.009 Tn-m/m
Mr D = 10.009 Tn-m
3.63 m
-4.975 Tn
TRAMO C-D
CALCULO DEL CORTANTE A UNA DISTANCIA "d"
4.617 Tn
CORTE TOMADO POR EL CONCRETO
7.507 Tn
CORTE TOMADO POR EL ACERO
-2.890 Tn
MAXIMO CORTANTE TOMADO POR EL REFUERZO
mayor que: -2.890 Tn
Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO
mayor que: -2.890 Tn
d/2 19.55 cm
12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Los espaciamientos se realizan generalmente a:
As min =
23.316 Tn
6.206 Tn
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
@ 0.125 m
25 @ 0.125
TODA LA VIGA ESTA ESTRIBADA
@ 0.100 m
Execde distancia que queda por estribar
-6 @ 0.1
6. DISTRIBUCION DE ESTRIBOS
dbcfsV ..'1.2'
dbcfsV ..'1.1'
3/8 [email protected], [email protected], [email protected]∎
Wu = 4.12 T/m 7.230 cm²
4.25 m
APOYO D
As = 7.230 cm²
a = 2.551 cm
Mr D = 10.353 Tn-m/m
Mr D = 10.353 Tn-m
3.63 m
-8.262 Tn
APOYO "D"
TRAMO C-D
CALCULO DEL CORTANTE A UNA DISTANCIA "d"
4.573 Tn
CORTE TOMADO POR EL CONCRETO
7.507 Tn
CORTE TOMADO POR EL ACERO
-2.933 Tn
MAXIMO CORTANTE TOMADO POR EL REFUERZO
mayor que: -2.933 Tn
Si se puede diseñar refuerzo para que tome el corte
ESPACIAMIENTO MAXIMO
mayor que: -2.933 Tn
d/2 19.55 cm
12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Los espaciamientos se realizan generalmente a:
As min =
dbcfsV ..'1.2'
dbcfsV ..'1.1'
23.316 Tn
6.700 Tn
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
@ 0.125 m
18 @ 0.125
TODA LA VIGA ESTA ESTRIBADA
@ 0.100 m
Execde distancia que queda por estribar
-3 @ 0.1
6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎
Wu = 2.79 T/m 2.840 cm²
4.25 m
APOYO D
As = 2.840 cm²
a = 2.551 cm
Mr D = 4.067 Tn-m/m
APOYO "D"
Mr D = 4.067 Tn-m
3.63 m
-5.173 Tn
TRAMO C-D
CALCULO DEL CORTANTE A UNA DISTANCIA "d"
3.526 Tn
CORTE TOMADO POR EL CONCRETO
7.507 Tn
CORTE TOMADO POR EL ACERO
-3.980 Tn
MAXIMO CORTANTE TOMADO POR EL REFUERZO
mayor que: -3.980 Tn
Si se puede diseñar refuerzo para que tome el corte
dbcfsV ..'1.2'
ESPACIAMIENTO MAXIMO
mayor que: -3.980 Tn
d/2 19.55 cm
12.50 cm
4. DETERMINACION DEL ESPACIAMIENTO DE LOS ESTRIBOS
Los espaciamientos se realizan generalmente a:
As min =
23.316 Tn
4.968 Tn
5. DETERMINACION DE LAS LONGITUDES CUBIERTAS
@ 0.125 m
31 @ 0.125
TODA LA VIGA ESTA ESTRIBADA
@ 0.100 m
Execde distancia que queda por estribar
-14 @ 0.1
6. DISTRIBUCION DE ESTRIBOS
3/8 [email protected], [email protected], [email protected]∎
dbcfsV ..'1.1'
TABLAS - PREDIMENSIONADO TABLAS - DISEÑO
COMBINACIONES RECOMENDADAS
1/2 - 3/8"
2 Φ 3/8
1 Φ 1/2 + 1 Φ 3/8
3 Φ 3/8
2 Φ 1/2
1 Φ 1/2 + 2 Φ 3/8
4 Φ 3/8
2 Φ 1/2 + 1 Φ 3/8
3 Φ 1/2
2 Φ 1/2 + 2 Φ 3/8
3 Φ 1/2 + 1 Φ 3/8
4 Φ 1/2
5/8 - 1"
1 Φ 1 + 1 Φ 5/8
2 Φ 1
2 Φ 1+ 1 Φ 5/8
2 Φ 1+ 2 Φ 5/8
3 Φ 1
3/4 - 1"
1 Φ 3/4 + 1 Φ 1
1 Φ 1 + 2 Φ 3/4
2 Φ 1 + 1 Φ 3/4
2 Φ 1+ 2 Φ 3/4
TABLAS - DISEÑO
COMBINACIONES RECOMENDADAS
Area 1/2 - 5/8" Area ACEROS COMERCIALES1.420 cm² 1 Φ 1/2 + 1 Φ 5/8 3.270 cm² BARRA DIAMETRO Peso
2.000 cm² 2 Φ 5/8 3.960 cm² numero pulg cm Kg/m
2.130 cm² 2 Φ 1/2 + 1 Φ 5/8 4.560 cm² 3 3/8 0.95 0.559
2.580 cm² 1 Φ 1/2 + 2 Φ 5/8 5.250 cm² 4 1/2 1.27 0.993
2.710 cm² 3 Φ 1/2 + 1 Φ 5/8 5.850 cm² 5 5/8 1.59 1.552
2.840 cm² 3 Φ 5/8 5.940 cm² 6 3/4 1.91 2.235
3.290 cm² 2 Φ 1/2 + 2 Φ 5/8 6.540 cm² 7 7/8 2.22 3.042
3.870 cm² 1 Φ 1/2 + 3 Φ 5/8 7.230 cm² 8 1 2.54 3.973
4.000 cm² 4 Φ 5/8 7.920 cm² 9 1 1/8 2.86 5.028
4.580 cm² 1/2 - 3/4" Area 10 1 1/4 3.18 6.207
5.160 cm² 1 Φ 1/2 + 1 Φ 3/4 4.140 cm² 11 1 3/8 3.49 7.511
Area 2 Φ 1/2 + 1 Φ 3/4 5.430 cm² 12 1 1/2 3.81 8.938
7.080 cm² 2 Φ 3/4 5.700 cm²
10.200 cm² 1 Φ 1/2 + 2 Φ 3/4 6.990 cm²
12.180 cm² 3 Φ 3/4 8.550 cm²
14.160 cm² 2 Φ 1/2 + 2 Φ 3/4 8.280 cm²
15.300 cm² 4 Φ 3/4 11.400 cm²
Area
7.950 cm²
10.800 cm²
13.050 cm²
15.900 cm²
NOTA: Las celdas que estan de fondo blanco son combinaciones que no se pueden tomar porque son menores que el acerro minimo o mayores que el acero
maximo, tambien cuando estan sobrepasando en ancho b = 0.25 m
ACEROS COMERCIALESArea
cm2
0.71
1.29
1.98
2.85
3.88
5.1
6.45
8.19
9.58
11.4