zapata interior

1. ZAPATA AISLADA INTERIOR
Refuerzo predominante de la columna: Ø3/4"
m 0.8 m
n 0.5 m
Pcm 50 Tn
Pcv 25 Tn
Mmx 2 Ton-m Mmy
Mvx 1 Ton-m Mvy
Msx 1 Ton-m
st 3 kg/cm2 = 30
f'c(zapata) 210 kg/cm2
f'c(columna) 280 kg/cm2
CASTIGO 80%
SOLUCION
DATO: PP= 6%
A=P/σ 3.31 m2
L=A^0.5 1.82 m APROXIMAMOS 1.85
m-n=L-b 0.3 m
b= 1.55 m
L(m) b(m) A(m2)
1.85 1.55 2.87 x
0.05 1.90 1.60 3.04 x
0.05 1.95 1.65 3.22 x
0.05 2.00 1.70 3.40 <
0.05 2.05 1.75 3.59
0.05 2.10 1.80 3.78
0.05 2.15 1.85 3.98
0.05 2.20 1.90 4.18
1.- ANALISIS SIN SISMO
s= Pser ± 6Mx ±
A bL^2
s= 23.38 + 2.65 +
23.38 + 2.65 -
23.38 - 2.65 -
23.38 - 2.65 +
s= 19.02 + 1.96 +
19.02 + 1.96 -
19.02 - 1.96 -
19.02 - 1.96 +

2. 2.- VERIFICACION CON SISMO X-X
s= Pser ± 6(Mx+Msx) ±
A bL^2
s= 19.02 + 2.61 +
19.02 + 2.61 -
19.02 - 2.61 -
19.02 - 2.61 +
L= 2.20 m db=Øbarilla 3/4
b= 1.90 m
h= d+10cm
ldb= 0.08*db*f'y= 44.17 cm aprox.=
f'c^0.5
ldb>= 0.004*db*f'y= 32.00 cm
d= 50 cm
h= 60 cm peso concreto armado
PP= 6.02 Ton
CM 56.02 Ton
CV 25 Ton
1.- ANALISIS SIN SISMO
V=1.4CM+1.7CV
s= 1.4CM+1.7CV ± 6(Mmx*1.4+Mvx*1.7) ±
A bL^2
s= 26.9139 + 2.9361 +
26.9139 + 2.9361 -
26.9139 - 2.9361 -
26.9139 - 2.9361 +
2.- ANALISIS CON SISMO X-X
V=1.25(CM+CV)+CS 94.75
σ= 1.25(CM+CV)+CS ± 6(1.25(Mmx+Mvx)+CS) ±
A bL^2
22.667 + 3.099 +
22.667 + 3.099 -
22.667 - 3.099 -
22.667 - 3.099 +
V=1.25(CM+CV)-CS 92.75

3. 22.189 + 1.794 +
22.189 + 1.794 -
22.189 - 1.794 -
22.189 - 1.794 +
2.- ANALISIS CON SISMO Y-Y
V=1.25(CM+CV)+CS 93.75
σ= 1.25(CM+CV)+CS ± 6(1.25(Mmy+Mvy)+CS) ±
A bL^2
22.428 + 2.447 +
22.428 + 2.447 -
22.428 - 2.447 -
22.428 - 2.447 +
V=1.25(CM+CV)-CS 93.75
σ= 22.428 + 2.447 +
22.428 + 2.447 -
22.428 - 2.447 -
22.428 - 2.447 +
σ= 33.25 Ton/m2 TOMO AL MAYOR
29.36 Ton/m2
26.06 Ton/m2
28.46 Ton/m2
28.46 Ton/m6

4. 3/4
2 Ton-m
1 Ton-m
Tn/m2
m
3.31
6My
Lb^2
3.11 = 29.14
3.11 = 22.92 s0=80%*st
3.11 = 17.62 s0= 24
3.11 = 23.85 no pasa
2.27 = 23.24
2.27 = 18.71 s0=80%*st
2.27 = 14.80 s0= 24
2.27 = 19.33 si pasa

5. 6My
Lb^2
2.27 = 23.90
2.27 = 19.36 s0=24*1.30
2.27 = 14.14 s0= 31.2
2.27 = 18.68 si pasa
"= 1.905 cm
50 cm
2.4 Ton/m3
6(Mmy*1.4+Mvy*1.7)
Lb^2
3.3996 = 33.25
3.3996 = 26.45 TOMO AL MAYOR
3.3996 = 20.58
3.3996 = 27.38
6(1.25(Mmx+Mvx)+CS
Lb^2
3.589 = 29.36 TOMO AL MAYOR
3.589 = 22.18
3.589 = 15.98
3.589 = 23.16

6. 2.078 = 26.06 TOMO AL MAYOR
2.078 = 21.91
2.078 = 18.32
2.078 = 22.47
6(1.25(Mmx+Mvx)+CS)
Lb^2
3.589 = 28.46 TOMO AL MAYOR
3.589 = 21.29
3.589 = 16.39
3.589 = 23.57
3.589 = 28.46 TOMO AL MAYOR
3.589 = 21.29
3.589 = 16.39
3.589 = 23.57

7. Ton/m2
Ton/m2

8. Ton/m2