copia de calculo viga de cimentacion
DESCRIPTION
vigasTRANSCRIPT
ZAPATA CONECTADA - MODELO 1 Nº : 01
DATOS DE PLANOS
L1 = 4.03 m L2 = 4.28 m
SUELO CONCRETO
Pe (prom)= 2.376 Tn/m3 fc` = 210 Kg/cm2 Q (t) = 0.770 Kg/cm2 fy = 4200 Kg/cm2 Q (t) = 7.70 Tn/m2 s/c = 0.00 Tn/m2 Df = 1.75 m
COLUMNA 1 COLUMNA 2
t1(1) = 0.25 m t1(2) = 0.25 mt2(1) = 0.25 m t2(2) = 0.25 mBuscar ( t1 > t2 ) Buscar ( t1 > t2 )
Pd1 = 7.00 Tn Pd2 = 13.00 TnPL1 = 1.50 Tn PL2 = 3.00 TnPs1(+/-) = 0.00 Tn Ps2(+/-) = 0.00 Tn
Pser1(+) = 8.5 Tn Pser2(+) = 16 TnPser1(-) = 8.5 Tn Pser2(-) = 16 Tn
Md1 = 0.00 Tn.m Md2 = 0.00 Tn.mML1 = 0.00 Tn.m ML2 = 0.00 Tn.mMs1(+/-) = 0.00 Tn.m Ms2(+/-)= 0.00 Tn.m
Mser1(+) = 0 Tn.m Mser2(+)= 0 Tn.mMser1(-) = 0 Tn.m Mser2(-) = 0 Tn.m
1) Calculo del Esfuerzo Neto
Qn = 3.542 Tn/m2
Az = 2.88 m2
LB
VIGA DE CIMENTACION
L1 =
L2 =
LT
4.03
4.28
m
m
0.25
0.25
0.25
0.25
Z - 2
Z - 1
C1 C2
2) Dimensionamiento de la Zapata 1
Factor = 2.0
B = 1.20 m T = 2.40 m T x B = 2.88 m2
3) Dimensionamiento de la Viga de Cimentación Verificación de Viga
H = 0.58 m H = 0.65 m b = 0.29 m b = 0.30 m
4) Dimensiones finales de la Zapata 1 ( 0.3 x 0.65 )
Verificar las cargas mas críticas para el diseño
Pser1 = 8.50 Tn Pser2 = 16.00 Tn
Mser1 = 0.00 Tn.m Mser2 = 0.00 Tn.m
Wv = 0.47 Tn/m B/2 = 0.60 Rn = 10.47 Tn L3 = 3.68 Az = 2.96 m2
Valores de la Zapata 1
B = 1.20 m T = 2.46 m
Redondeando Valores para la Zapata 1
B = 1.30 m T = 2.40 m
T = 2B a 2.5B
P1 =
M1 =
M2 =
( 1 ) ( 2 )
Rn =
L1 =
B =
1.20
0.00
8.50
10.47
0.60
0.00
4.03
0.60
Wv = 0.47
L3 = = 3.68
5) Diseño de la Viga de Cimentación
Amplificacion de Cargas de Servicio Columna 1
Según el R . N . C
Pu1 = 13.20 Tn Mu1 = 0.00 Tn.m Pu2 = 10.63 Tn Mu2 = 0.00 Tn.m Pu3 = 10.63 Tn Mu3 = 0.00 Tn.m Pu4 = 6.30 Tn Mu4 = 0.00 Tn.m Pu5 = 6.30 Tn Mu5 = 0.00 Tn.m
Según el A . C . I Pu1 = 13.20 TnMu1 = 0.00 Tn.m
Pu1 = 12.35 Tn Mu1 = 0.00 Tn.m Pu2 = 9.27 Tn Mu2 = 0.00 Tn.m Pu3 = 9.27 Tn Mu3 = 0.00 Tn.m Pu4 = 6.30 Tn Mu4 = 0.00 Tn.m Pu5 = 6.30 Tn Mu5 = 0.00 Tn.m
Amplificacion de Cargas de Servicio Columna 2
Según el R . N . C
Pu1 = 24.90 Tn Mu1 = 0.00 Tn.m Pu2 = 20.00 Tn Mu2 = 0.00 Tn.m Pu3 = 20.00 Tn Mu3 = 0.00 Tn.m Pu4 = 11.70 Tn Mu4 = 0.00 Tn.m Pu5 = 11.70 Tn Mu5 = 0.00 Tn.m
Según el A . C . I Pu2 = 24.90 TnMu2 = 0.00 Tn.m
Pu1 = 23.30 Tn Mu1 = 0.00 Tn.m Pu2 = 17.49 Tn Mu2 = 0.00 Tn.m Pu3 = 17.49 Tn Mu3 = 0.00 Tn.m Pu4 = 11.70 Tn Mu4 = 0.00 Tn.m Pu5 = 11.70 Tn Mu5 = 0.00 Tn.m
Calculo de cargas últimas
Wvu = 0.66 Tn / m B/2 = 0.65 Rnu = 16.31 Tn L3 = 3.63 Wnu = 12.54 Tn / m
Recomendable tomar los valores
mas críticos para el diseño
Recomendable tomar los valores
mas críticos para el diseño
Nota : Los Momentos Negativos generan mayor Reaccion Neta (Verificar)
P1u =
M1u =
M2u =
( 1 ) ( 2 )
Rnu =
L1 =
B =
Wvu =
13.20
0.00
16.31
4.03
0.65
1.30
0.66
0.00
0.65 L3 = = 3.63
Sección del Momento Maximo Seleccione la barra a utilizarDiametro Area
X = 1.11 m Pulg Cms Cm2
1/4" 0.64 0.32Mto max = -5.68 Tn.m 3/8" 0.98 0.71
1/2" 1.27 1.29 recub(viga)= 5.00 cm 5/8" 1.59 2.00
3/4" 1.91 2.84Ø est = 0.98 cm 7/8" 2.22 3.88
1" 2.54 5.10Ø barra = 1.59 cm 1 3/8" 3.58 10.07
Ø " barra = 5/8'' Pulg
Area = 2.00 cm2
d efec = 58.23 cm
As = 2.87 cm2
Nº de barras = 1.43 unid
Usar Nº de barras = 3 unid
£ calc = 0.0069£ diseño = 0.0069 ok !
£ min = 0.0033
As dis = 6.00 cm2
Refuerzo en la cara Inferior
As+ infer = Seleccione la barra a utilizarDiametro Area
Factor = 2.00 Pulg Cms Cm2
1/4" 0.64 0.32As+ infer = 5.82 cm2 3/8" 0.98 0.71
1/2" 1.27 1.29Area fIerro = 2.00 cm2 5/8" 1.59 2.00
3/4" 1.91 2.84 Ø " barra = 5/8'' Pulg 7/8" 2.22 3.88
1" 2.54 5.10 Nº de barras = 2.91 unidades 1 3/8" 3.58 10.07
Usar Nº de barras = 3 unidades
Diseño por Corte
Vd1u = 3.30 Tn
Vd2u = 2.26 Tn
Vn = 3.89 Tn
Vc = 13.42 Tn
Diseño de EstribosSeleccione la barra a utilizar
Ø barra = 0.98 cm Diametro AreaPulg Cms Cm2
Ø " barra = 3/8'' Pulg 1/4" 0.64 0.323/8" 0.98 0.71
Area barra = 0.71 cm2 1/2" 1.27 1.295/8" 1.59 2.00
Según A.C.I 3/4" 1.91 2.847/8" 2.22 3.88
S (max) = 35.28 cm 1" 2.54 5.101 3/8" 3.58 10.07
Según R.N.C
As / 3 a As / 2
Vc > Vn ok! Los estribos solo serán de
montaje
S (max) = 48.69 cm
S (min) = 30.98 cm
Usar S (max) = 25.0 cm
6) Diseño de la Zapata Exterior
Lv zap = 1.05 m
Wnu = 6.80 Tn/m
Mmax = 3.75 Tn.m
Mactuante = Mresistente
Mmax = Mu = Ø x fc` x b x d^2 x w ( 1 - 0.59 x w )
b = 130.00 cm
£ diseño = 0.0040
w = 0.08
d = 13.49 cm
h zap(calc)= 23.49 cm
h zap(min)= 60.00 cm R.N.C
h zap(dis) = 60.00 cm
recub(zap) = 7.50 cmSeleccione la barra a utilizar
Ø barra = 1.59 cm Diametro AreaPulg Cms Cm2
d (dis) = 51.71 cm 1/4" 0.64 0.323/8" 0.98 0.71
Vud = 3.62 Tn 1/2" 1.27 1.295/8" 1.59 2.00
Vn = 4.26 Tn 3/4" 1.91 2.847/8" 2.22 3.88
Vc = 51.63 Tn 1" 2.54 5.101 3/8" 3.58 10.07
Vc > Vn ok !
Diseño por Flexion
As1 = 2.13 cm2
a = 0.39 cm
As2 = 1.92 cm2
£ calc = 0.00029
£ min = 0.00180
£ dis = 0.00180
As min = 12.10 cm2
As dis = 12.10 cm2
Ø barra = 1.59 cm
Ø " barra = 5/8'' Pulg
Area barra = 2.00 cm2
Nº barras = 6.05 unid
Usar Nº barras = 6 unid
S (max) = 0.23 m
Acero en la direccion tranzversal Seleccione la barra a utilizarDiametro Area
As min = 25.92 cm2 Pulg Cms Cm2
1/4" 0.64 0.32Ø barra = 1.59 cm 3/8" 0.98 0.71
1/2" 1.27 1.29 Ø " barra = 5/8'' Pulg 5/8" 1.59 2.00
3/4" 1.91 2.84Area barra = 2.00 cm2 7/8" 2.22 3.88
1" 2.54 5.10Nº barras = 12.96 unid 1 3/8" 3.58 10.07
Usar Nº barras = 13 unid
S (max) = 0.19 m
7) Diseño de la Zapata Interior
P1 = 8.50 Tn P2 = 16.00 TnP1u = 13.20 Tn P2u = 24.90 Tn
Wv = 0.47 Tn/m Rn = 10.47 TnWvu = 0.66 Tn/m Rnu = 16.31 Tn
Lv vig = 4.28 m
P2 efec = -16.03 TnP2u efec = -24.59 Tn
Dimensionamiento de la Zapata
Az = 4.53 m2Lz = 2.13 m
Usar Lz = 2.20 mAz = 4.84 m2
Wnu = 5.08 Tn/m2
Calculo del peralte Seleccione la barra a utilizarDiametro Area
Hz = 60.00 cm Pulg Cms Cm2
recub = 7.50 cm 1/4" 0.64 0.32Ø barra = 1.59 cm 3/8" 0.98 0.71d = 51.71 cm 1/2" 1.27 1.29Lv = 0.975 m 5/8" 1.59 2.00M max = 5.31 Tn.m 3/4" 1.91 2.84
7/8" 2.22 3.88Calculo de m y n 1" 2.54 5.10
1 3/8" 3.58 10.07a = raiz ( pi x r2 ) circular a = t1 de columna > cuadrada
a = 0.50 m
m = 1.73 mn = 0.82 m
Verificacion por Punzonamiento
Vu = 17.40 TnVn = 20.47 TnVc = 353.10 Tn
Vc > Vn ok !
Verificacion por Corte
Vud = 5.12 Tn
Vn = 87.37 TnVc > Vn ok !
Diseño por Flexion
As1 = 3.02 cm2a = 0.32 cmAs2 = 2.61 cm2
£ calc = 0.0002
£ min = 0.0018
£ dis = 0.0018
As min = 20.48 cm2
As dis = 20.48 cm2
Ø barra = 1.59 cm Seleccione la barra a utilizarDiametro Area
Ø " barra = 5/8'' Pulg Pulg Cms Cm2
1/4" 0.64 0.32Area barra = 2.00 cm2 3/8" 0.98 0.71
1/2" 1.27 1.29Nº barras = 10.24 unid 5/8" 1.59 2.00
3/4" 1.91 2.84Usar Nº barras = 10 unid 7/8" 2.22 3.88
1" 2.54 5.10 S (max) = 0.23 m 1 3/8" 3.58 10.07
La Zapata Interior es Cuadrada por lo que el refuerzo en ambas direcciones esel mismo
DISTRIBUCION DE ACERO : ZAPATA CONECTADA Nº : 01
1.30
2.4
0
2.20
2.2
0
Nº : ( 0.3 x 0.65 )
13
6
Ø 5/8'' a 0.19
0.2
3a
5/8
''Ø
10 Ø 5/8'' a 0.23
01VC -