Zapata Aislada

400 kg/m2 ===== > 4 kN/m2

620 kg/m2 ===== > 6.2 kN/m2 C1 0.4 x 0.4 m

350 kg/m2 ===== > 3.5 kN/m2 C2 0.5 x 0.5 m

20 kg/m2 ===== > 0.2 kN/m2 C3 0.5 x 0.5 m

130 kg/m2 ===== > 1.3 kN/m2

120 kg/m2 ===== > 1.2 kN/m2

L = 3 = 0.14 m

21 21

L = 4 = 0.19 m

21 21

C m= 6.2 kN/m2

Cv= 4 kN/m2

Df : 1.5 m

qamd: 2.8 kgf/cm2

e = 20 cm

s/c: 2 kN/m2 Norma E-0.20

5.5 m2/piso

9.625 m2/piso

12.375 m2/piso

6.875 m2/piso

n° pisos: 3

10.2 kN/m2

18 kN/m2

concreto simple = 23 kN/m2

concreto armado = 24 kN/m2

24 + 18 = 42 = 21

2

♠ Pu1 = n° pisos x cs x area tributaria

Pu1 = 3 x 5.5 x 10.2 = 168 Kn


Pu2 = 3 x 9.625 x 10.2 = 295 Kn


Pu3 = 3 x 12.375 x 10.2 = 379 Kn


Pu4 = 3 x 6.875 x 10.2 = 210 Kn

Dimensiones de la columna

Area tributaria columna lateral C1:

Area tributaria columna Interior C1:

Area tributaria columna lateral C3:

Area tributaria columna interiorC3:

carga de servicio

peso de tabi. =

Caculo de la losa aligerada

tomamos una losa de 20 cm

Carga viva =

Carga muerta

Pp del aligerado =

peso de cielo raso =

peso de acabados =

𝛾′𝑐 + 𝛾𝑡 =

𝛾𝑡 =

Pu3 = 3 x 12.375 x 10.2 = 379 Kn

♠ qan = qadm - e.losa* peso.losa - s/c - Df

qan = 280 - ( 0.2 x 23 ) - 2 - ( 21 x 1.5 )

qan = 241.9 kN/m2

♠ Az = Pu 378.68

qan 241.9

teniendo una zapata cuadrada :

B = B = 1.25 1.5 m

♠ q'an = Pu = 74.8 Kn/m2

B2

♠ Calculando la Hzapata = debe salir por flexion acero minimo

condicion:

(cm)

* Fs = 1.4cm + 1.7cv

Cs

qan (kN/m2) x B (Kn/m) lineal

Fs = 1.52

Fs a usar = 1.52

v = (B - bc)/2

v = 1.5 -0.5 = 0.50 m

bc = 0.5 m

B = 1.5 m

Zapata aislada columna de mayor carga

= = 1.57 m2

cm + cv

V = vuelo

2

𝐴𝑧

v

d = 2.65

d = 11.46 = 15 cm

Z = d + 10 = 25 cm

CORTE TIPO VIGA

Vu = q'an (v - d (m)) B Vu = 39.3 kN

Vc1 = 0.17 β = 1

Vc1 = 0.17 2 Vc1 = 0.51

1

Vc2 =

Vc2 = 0.083( 40 x 15 + 2 ) Vc2 = 0.5

150

Vc3 = 0.33

se toma el Vc menor

∅Vc = 0.85 x

∅Vc = 0.85 x 0.33 x 4.582576 x 1500 x 150 289 kN

1000

Ok

0.50 m

0.4 m

1.5 m

Pu1 = 3 x 5.5 x 10.2 = 168 Kn

Zapata aislada columna de menor carga

25 cm

)( 1 +

Vc menor

=

𝑞′𝑎𝑛 x v

(1 +2

𝛽 )

0.083(𝑎𝑠 𝑑

𝑏𝑜+ 2) 𝛼𝑠 = 40

𝑉𝑢 < ∅𝑣𝑐

♠ qan = qadm - e.losa* peso.losa - s/c - Df

qan = 280 - ( 0.2 x 23 ) - 2 - ( 1.5 x 21 )

qan = 241.9

♠ Az = Pu 168.3

qan 241.9

teniendo una zapata cuadrada :

B = B = 0.83 0.9 m

♠ q'an = Pu = 207.78 Kn/m2

B2

♠ Calculando la Hzapata = debe salir por flexion acero minimo

condicion:

(cm)

* Fs = 1.4cm + 1.7cv

Cs

qan (kN/m2) x B (Kn/m) lineal

Fs a usar = 1.52

Fs a usar = 1.52

v = (B - bc)/2

v = 0.9 -0.4 = 0.25 m

bc = 0.4 m

B = 0.9 m

d = 2.65

d = 9.55 = 10 cm

Z = d + 10 = 20 cm

CORTE TIPO VIGA

Vu = q'an (v - d (m)) B Vu = 28.1 kN

cm + cv

2

= = 0.70 m2

V = vuelo

𝐴𝑧

v

𝑞′𝑎𝑛 x v

v

Vc1 = 0.17 β = 1

Vc1 = 0.17 2 Vc1 = 0.51

1

Vc2 =

Vc2 = 0.083( 40 x 10 + 2 ) Vc2 = 0.53

90

Vc3 = 0.33

se toma el Vc menor

∅Vc = 0.85 x

∅Vc = 0.85 x 0.33 x 4.5826 x 900 x 100 116 kN

1000

Ok

0.25 m

0.4 m

0.9 m

20 m

( 1 + )

Vc menor

=

(1 +2

𝛽 )

0.083(𝑎𝑠 𝑑

𝑏𝑜+ 2) 𝛼𝑠 = 40

𝑉𝑢 < ∅𝑣𝑐

Zapata Aislada

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