Page

Diseño :

Z-1-(x)

Fx Fy Z-3MUERTA 3.9 166.4 5.8

VIVA 0.4 5.2 0.4

VIENTO 0.0 0.0 0.0

E 17.0 7.2 27.4

SUMA 21.2877 178.7382 33.59925

H (mm) 1000 h (mm) 100

hw (mm) 0 L/B 1

x (mm) 450 y (mm) 450

30

0.9 1.3 1.4 1.7 1.05 1.275 1.275 1.05 1.275 1.4025

B (mm) = L (mm) =

B (mm) = L (mm) =

* d (mm)= 225 min 150mm (ACI 15.7.)

D (mm)= 300 min cover 70mm (ACI 7.7.)

15.892

3.814

22.496

0.000

Total Df (kN) = 42.203

Carga total, P = 213.78 kN

Mom volteo, Mv = 46.04 kN-mt

e = Mv / P = 0.215 mts < L / 6, Bien !

qumin (kN/m2)

q1 (kN/m2)

q2 (kN/m2)

q3 (kN/m2)

q4 (kN/m2)

q5 (kN/m2)

q6 (kN/m2)

125.000

1900

4

220.68101.43

70.000d (mm)

82.72 135.24

85.00060.000

71.21159.276

Proyecto: VICTORIAS IIReviso :

f'c (N/mm2) =

6.16

241.77

Mz (kN.m)

CARGAS(kN)

Load Case

FACTORES

PESO DE FUNDACION Df (kN)

PROFUNDIDAD

INGRESADA

DIMENSIONES APROXIMADAS DE BASE

DIMENSIONES APROXIMADAS

3

B * L * D * γc

x * y * (H+h - D) * γc

(B*L - x*y) * (hw - D) * (20-10) [ γs-γa ]

PEDESTAL

2

1 of 1

413.868

61.701

73.826

71.401

0.9D+1.3W

DISEÑO DE ZAPATA AISLADA

149.74

5.21

3.53

CARGA ULTIMA

Propietario :

28.424.62

6/11/2012 11:11

LOSA DE CONCRETO SOBRE

SUELO

qumax (kN/m2)

PRESION DE SUELO PERMISIBLE

98.073qa (kN/m2) =

0.75(1.4D+1.7L+1.7W)

Fecha :

DATOS

181.33

56.851

LOSA DE CONCRETO

SUELO SATURADO

Load Case 1

(B*L - x*y) * (H - hw) * γs

2

ANGULO BASE DE FRICCION INTERNA DEL SUELO

27.460

DIMENSIONES DE PEDESTAL

NIVEL DE FUNDACION

RESISTENCIA DEL CONCRETO

RESISTENCIA DEL ACERO

191.37

fy (N/mm2) =

1500

PROFUNDIDAD APROXIMADA

0.75(1.4D+1.7L+1.87E)

Fux (kN) =

1.4D+1.7L

Fuy (kN) =

1900

Muz (kN.m) =

*qumax (kN/m2)

45.03

1 3

DIMENSIONES INGRESADAS

Load Case

8.85 6.64

1500

4

89.967

115.788

PERFIL DE TENSION NETA (kN/m2)

50.384

76.251

101.430

93.093

82.718

59.749

220.682

-50.57679.665

135.239

166.431

146.086

125.742

44.364

24.020

90.780

99.116

86.841

74.337

94.948

124.124

119.956

3.67568.085

qumax

qumin

d d

d/2 d/2

q1 q2 q3 q4

q5 q6

B

L

H

h

y

x

x

z

Mz

Fy

Fx

hw

GWT

BL

hHFuxMuz

LB

Fuyqu

2max

)(6

Ing. Juan Carlos Guerrero

jcgcerrato@gmail.com

Page

Diseño :

REVISANDO Por sismo (1), viento (2), ambos(3) : 1

PRESION DE CONTACTO

Fy + Df 220.94 180.042 16.350

qGP (gross pressure) (kN/m2) = ( 3qmax + qmin ) /4

139.1189 kN/m2 > qa = 130.438 NO

ESTABILIDAD CONTRA AVERTURAS57.01572 kN.m

165.705615 kN.m

2.9063145 > 1.5 Ok

ESTABILIDAD CONTRA DESLIZAMIENTOS

5.992204 > 1.5 Ok

REVISION DE CORTE LONGITUDINAL294.7652429

*Vu = 0.5 * (q1+qumax) * (L/2 - x/2 - d) * B

max Vu / 0.85Vc = 0.34764 < 1.00 Ok

1

REVISION DE PERFORACION2700

1061.15

1591.73

1414.87

*Vu (kN) = Fuy - (0.5 * (q2+q5)) * (x+d) * (y+d)

max Vu / 0.85Vc = 0.2138 < 1.00 Ok

REFUERZO

1 2 3 4 1 2 3 4 1 2 3 4

16.3195 26.6162135 19.962161 39.0772 N R N R N R -10.4551 13.7573 22.2124 16.6593 17.582

1.95731 3.20279098 2.3969767 4.72124 N R N R N R 1.25161 1.64867 2.66909 1.99827 2.110

0.0018 0.0018 0.0018 0.0018 N R N R N R 0.0018 0.0018 0.0018 0.0018 0.0018

r min = 0.0018 (ACI 7.12.) r max = 0.75 (0.85 f'c / fy) (600 / 600+fy) = 0.04227 (ACI 10.3.2)

* x - momento de direccion:

Mu (fondo R) = q3 * B * 0.5*(L/2-x/2)^2 + 0.5*(qumax-q3) * B * (2/3)*(L/2-x/2)^2

Mu (Tope R) = qumin * B * 0.5 * (L/2-x/2)^2 (approximation)

* z - momento de direccion:

Mu (fondo R) = 0.5*(qumax+qumin) * L * 0.5*(B/2-y/2)^2

1061.15Vc (kN) =

((a s * d/bo) + 2) * (1/12)* √(f'c) * bo * d

As (cm2)=

r =

Load Case 1

119.4175

Load Case

Mu (kN.m)*

REFUERZO DEL FONDO

Vu / 0.85Vc 0.1324

4

Propietario :

MOMENTO DE ESTABILIZACION

Fv (kN) =

Proyecto:

Vu (kN)* =

1 2

0.0018

144.6072

0.0018

REFUERZO DEL FONDOREFUERZO DEL TOPE

DIRECCION - z

35.768 58.357

bo (mm) = 2 * [(x+d)+(y+d)]

152.6170

0.2138

Vu (kN)* =

2 3 4

192.8095

Vc (kN) = min of ( 1 + 2/(x/y) ) * (1/6) * √(f'c) * bo * d

(1/3) * √(f'c) * bo * d

max r = 0.0018

DIRECCION - x

0.1692

Vu / 0.85Vc 0.2329 0.3476

40

2 of 3

DISEÑO DE ZAPATA AISLADA (ACI 318M-95)

VICTORIAS II

Mz + Fx * (H + h)MOMENTO DE AVERTURA

qmin (kN/m2)

3

43.768

0.1428

Vc (kN) =

Reviso :

Fecha :

a s =

87.100

Fv * (L/2)

(1/6) * √(fc) * B * d

qmax (kN/m2)

0.1747

qGP =

0.1603

Load Case

moment gOverturnin

moment gStabilizin

hF

Fv qtan

)'

59.0(9.0

Bf

AfdAfMu

c

sy

sy -

2min , max

)(

BL

hHFM

LB

Fq xzv

TIPO DE ZAPATA

CENTRADA

COLINDANCIA

DE ESQUINA

Ing. Juan Carlos Guerrero

jcgcerrato@gmail.com

Page

Diseño :

178.7 kN

21.2877 kN 33.599 kN.m

100

GWT

H = 6.08 (in both directions)

1000 0

300 225 mm

L = 1500 mm

As (cm2) = 6.075 (z - direction) As (cm

2) = 6.075 (x - direction)

z

B = 1500

450

x

450

* Dimensions are in mm

Direccion X = #4 6 225 Usar 7 Barras #4 22.5 cm

Direccion Z = #4 6 225 Usar 7 Barras #4 22.5 cm

Direccion X = #4 6 225 Usar 7 Barras #4 22.5 cm

Direccion Z = #4 6 225 Usar 7 Barras #4 22.5 cm

Parrilla superior :

Parrilla inferior :

Barras @

Barras @

Barras @

Barras @

DISEÑO DE ZAPATA AISLADA (ACI 318M-95)Propietario :

3 of 3

Proyecto: VICTORIAS IIReviso :

Fecha :

d =

As (cm2) =

hw =

y =

x =

D =

hw =

Fy =

Fx = Mz =

50

50

@

@

@ @

@ @

\

\

Ing. Juan Carlos Guerrero

jcgcerrato@gmail.com