Ing.

1. σt 1.2 kg/cm2
S/C 300 kg/m2
Df 1.20 m
Ko 3000 Tn/m3
ɤs 1.70 Tn/m3
f´c 210 kg/cm2
episo 0.10 m hf
h_zapata 0.45 m
ɤca 2.40 Tn/m3
Df
ɤcs 2.30 Tn/m3
fy 4200 kg/cm2
rec 7 cm hz
CM 0.035 Tn
CV 0.066 Tn
NTP 0.15 m
Λl 1.5 (Riguidez)
er 0.75
a) calculo de la capacidad neta
σnt 8762.14 kg/m2
8.76 Tn/m2
0.10-0.10 = L-B
L 0.53 0.60
B 0.53 0.60
0.1612 Tn
0.45 Tn/m2
0.157901 m
DISEÑO DE ZAPATA AISLADA EJE 2-2
DATOS
1) Capacidad neta del terreno
2) Dimensionamiento
0.01
3) Calculo de riguidez
𝜎𝑛𝑡 = 𝜎𝑡 − 𝑠/𝑐 − ℎɤ𝑐𝑎 − 𝑒𝑝ɤ𝑐𝑠 − 𝑒𝑟ɤ𝑠
𝐴 =
𝑃𝑠
𝜎𝑛𝑡
m2 = B*L ....... (I)
L=B ..... (II)
𝑃𝑢 = 1.4 ∗ 𝐶𝑀 + 1.7 ∗ 𝐶𝑉
𝜎𝑢 =
𝑃𝑢
𝐴𝑟𝑒𝑎
𝐻 = ∅ ∗ 𝐿 ∗ ∛
𝑘𝑜 ∗ 𝐿
𝐸𝑐
723.23

2. H 0.45
37.365
-0.06 Tn
1.85 Tn
0.82365
2.66
-0.09 0.67365
Tn
AT 6.5
Ao 0.55
133.57 Tn bo 2.99 299
2.66 ≤ 133.57 ok!
DIRECCION X-X
0.27
a 0.08
Mux 0.00 ton-m
8.07 cm2
Como me salio menor al minimo considero Minimo
4) Verificaion por corte
Cumple corte ok!
5) Punzonamiento
153.40
6) DISEÑO
𝑑 = ℎ − 𝑟𝑒𝑐 −
𝑑𝑏𝑝
2
𝑉𝑢𝑝 ≤ ∅𝑉𝑐𝑝
𝑉𝑢𝑝 = 𝜎𝑢 ∗ 𝐵 ∗ 𝑋
∅𝑉𝑐𝑝 = ∅ ∗ 0.53 ∗ 210 ∗ 𝐵 ∗ 𝑑
𝑉𝑢𝑝 ≤ ∅𝑉𝑐𝑝
𝑉𝑢𝑝 = 𝜎𝑢 ∗ (𝐴𝑇 − 𝐴𝑜)
𝑉𝑢𝑝 = 𝑃𝑢 − 𝜎𝑢 ∗ 𝐴𝑜)
∅𝑉𝑐𝑝 = ∅ ∗ 0.53 +
1.1
𝛽
∗ 𝑓´𝑐 ∗ 𝑏𝑜 ∗ 𝑑
∅𝑉𝑐𝑝 = ∅ ∗ 1.1 ∗ 𝑓´𝑐 ∗ 𝑏𝑜 ∗ 𝑑
𝑀𝑢𝑥 =
𝑊𝑢 ∗ 𝑎2
2
𝑊𝑢 = 𝜎𝑢 ∗ 𝐵
𝐴𝑠𝑚𝑖𝑛 = 0.0018 ∗ 𝑏 ∗ 𝑑

3. ∅ 1/2" S 0.19
∵ Usar ∅ 1/2" @ 17.5
As nominal 8.71
a 1.71
Mu 15.05 Tn
∵ Usar ∅ 1/2" @ 17.5
DIRECCION Y-Y
0.27
b 1.12
Mux 0.17 ton-m
8.07 cm2
∅ 1/2" S 0.19
∵ Usar ∅ 1/2" @ 17.5
As nominal 8.71
a 1.71
Mu 15.05 Tn
∵ Usar ∅ 1/2" @ 17.5
𝑀𝑢𝑦 =
𝑊𝑢 ∗ 𝑏2
2
𝑊𝑢 = 𝜎𝑢 ∗ 𝐵
𝐴𝑠𝑚𝑖𝑛 = 0.0018 ∗ 𝑏 ∗ 𝑑

4. 0.1612 125.32
0.10
0.10 0.60
0.60
≤
ok!
∅ 1/2" @ 17.5
∅
1/2"
@
17.5
VERIFICACION APLASTAMIENTO
𝑃𝑢 ≤ ∅𝑃𝑛