excelente guia

1. DATOS
L
Elemento Descripcion Valor Unidad
Elemento Col1 Col2 Unidad b 50.00 cm
Pcm 75 62.00 Tn h 50.00 cm
Pcv 35 35.00 Tn f'c 280.00 kg/cm2
L1 = 5.5
Pcs 0 0.00 Tn fy 4200.00 kg/cm2
Mcm 0 0 Tn-m b 50.00 cm
Mcv 0 0 Tn-m h 50.00 cm
Mcs 15 15 Tn-m f'c 280.00 kg/cm2
fy 4200.00 kg/cm2
e = 0 m
Terreno σn 1.034 kg/cm2 b1/2 = 0.25 m
f'c 210.00 kg/cm
2
L1 = 5.5 m
fy 4200.00 kg/cm2
S = 0.25 m
PASO 1 :
Cserv = 207.00
Azap = Cserv/σn = 20.0193424 m2
PASO 2 :
110 97.00 Tn Se genera excentricidad!!
5.5
L = 6.00 m Condicion :
0.25 2.923 0.25 e = -0.173 m
0.173 1.000 OK
207.00 Tn-m
σ1 = 28.54 Tn/m
X = 2.577 m σ2 = 40.46 Tn/m
σ1,2 = σn*B B = 3.913 m
B = 4 m
110 97.00 Tn
15 5.5 15 Tn-m e = -0.028 m Condicion :
0.25 2.778 0.25 0.028 1.000 OK
207.00 Tn-m σ1 = 33.54 Tn/m
σ2 = 35.46 Tn/m
X = 2.722 m
B = 3.43 m
B = 3.5 m
DISEÑO DE ZAPATA COMBINADA
col1
col2
Zapata
calculo de Area de zapata
calculo de la longitud del cimiento
CARGAS :
PROPIEDADES :
m
b1
b1/2e
b2
S
B
X
Tn
e <= L/6
<=
σ = P/L + 6*P.e/L2
Caso 1 : CM + CV
Caso 2 : CM + CV + CS
X
Tn
Tn-m e <= L/6
<=
σ = P/L + 6*P.e/L2
Caso 3 : CM + CV - CS

2. 110 97.00 Tn
-15 5.5 -15 Tn-m e = -0.318 m Condicion :
0.25 3.068 0.25 0.318 1.000 OK
207.00 Tn-m σ1 = 23.54 Tn/m
σ2 = 45.46 Tn/m
X = 2.432 m
B = 4.40 m
B = 4.5 m
B = 4.5 m y L = 6.00 m
ESTIMACION DEL PERALTE = h = h = 0.530 m
h = 0.6 m
σ = Pserv/B*L = 7.667 Tn/m2 d = 0.51 m
PASO 3 :
Pu = 310.8 e = -0.173 Pu = 258.75 e = -0.318
σ1 = 42.85 Tn/m σ1 = 29.43 Tn/m
σ2 = 60.75 Tn/m σ2 = 56.82 Tn/m
Pu = 258.75 e = -0.028
σ1 = 41.93 Tn/m
σ2 = 44.32 Tn/m
σ1 = 42.85 Tn/m
σ2 = 60.75 Tn/m
Por lo tanto tomamos =
0.11*L1*σu1/2
Deteminacion de cargas ultimas
Seleccionando cargas maximas
Caso 3 : CM + CV - CS
X
Tn
Tn-m e <= L/6
<=
σ = P/L + 6*P.e/L2
Comb 1 : 1.4*CM + 1.7*CV
σ = Pu/L + 6*Pu.e/L2
Comb 2 : 1.25*(CM + CV)+ CS
σ = Pu/L + 6*Pu.e/L2
Comb 3 : 1.25*(CM + CV)- CS
σ = Pu/L + 6*Pu.e/L2

3. 164.5 146.30
1 3 4 2
PASO 4:
42.854 60.746
Vd3 = 112.18
0.25 5.5 0.25 Vd4 = 119.82
Ø= 0.85
DFC 150.01 ØVc = 149.826 Tn
10.800 Vd = Vu = 119.82 Tn
134.820 15.08 119.82 149.826 OK!!
DMF 193.49
11 1.346 12
1.89
PASO 4:
σc1 = 59.255 T/m
σc2 = 44.345 T/m
t1 = 0.755 m β = 1 β = 1
l1 = 1.01 m βO = 2*t1 +2* l1 = 2.52 m βO = 2*t2 + l2 = 3.53 m
t2 = 0.755 m
l2 = 1.01 m Area crit = t1*l1 0.763 m2 Area crit = t2*l2 0.763 m2
σc1 σc2
154.459 Tn 138.785 Tn
Vc1 = 303.58 Tn Vc1 = 425.25 Tn
Vc= 204.87 Vc= 286.98
Vc2 = 204.87 Tn Vc2 = 286.98 Tn
limite
154.46 174.137 OK!! 138.79 243.931 OK!!
Verificacion por Corte
Verificacion por Punzonamiento
C1 C2
Col 2 :
t1 t2
l2l1
Col 1 :
Vu = Pu col - Psuelo =
Vc1 = (0.53+1.1/β)* 𝑓′𝑐 * BO *d
Vc2 = 1.1* 𝑓′𝑐 * BO *d
Lo que aporta el concreto :
Tn
Vu = Pu col - Psuelo =
Vu <= ØVc
<=
Tn
Vu <= ØVc
<=
= Pu1 = Pu2
σ1 = σ2 =
= L1S= L2=
CG .
+
-
+
-
dd
Vd4
Vd3
ØVc = Ø*0.53* 𝑓′𝑐 *b*d
Vu <= ØVc
< =

4. PASO 4: Φ diametro (cm) area (cm2)
3//8 0.952 0.712
Mu = 193.490 Tn-m ω = 0.0009 1//2 1.27 1.267
b = 450.00 cm ρ = 0.000044 5//8 1.5875 1.979
d = 51 cm AS min = 49.41 cm2 3//4 1.905 2.85
f´c = 210.00 kg/cm2 AS max = 269.255 cm2 1 2.54 5.067
AS= 106.130 cm2 OK
38 3/4 As = 108.30 cm2 S= 11.92 cm
AS= 106.130 cm2 21 1 As = 106.407 cm2 S= 22.02 cm
Φ 3/4"@12cm
Φ 1"@25cm
PASO 5:
Col 1 : Cimiento:
Pu = 164.5 Tn
ØPnb = 416.5 Tn
164.5 416.5 OK!!
Col 2 :
Pu = 146.3 Tn
ØPnb = 416.5 Tn
146.3 416.5 OK!!
Diseño por flexion
Verificacion por Aplastamiento
<= <=
Acero Longitudinal
Usar
Φ "
Φ "
ØPnb = 0.7*0.85*f'c*Acol
Pu <= ØPnb
<=
<=