96729556 hoja-de-calculo-para-zapatas
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This document provides a design of an isolated footing. It includes load calculations, soil properties, footing dimensions, reinforcement requirements, and a summary. The maximum and minimum soil pressures were calculated to be 220.7 kN/m^2 and 16.35 kN/m^2. The footing dimensions were determined to be 1500mm x 1500mm with a depth of 225mm. Reinforcement of 7 #4 bars at 225mm spacing was specified for the top and bottom in both directions to resist bending moments of up to 39.1 kN-m.
![Propietario :
DISEO DE ZAPATA AISLADA
VICTORIAS II
Proyecto:
Page
Dise単o :
Reviso :
Fecha :
1 of 1
6/11/2012 11:11
Z-1-(x)
DATOS
CARGAS(kN)
Z-3
Fx
Fy
Mz (kN.m)
3.9
166.4
5.8
0.4
5.2
0.4
0.0
0.0
0.0
17.0
7.2
27.4
21.2877
178.7382 33.59925
NIVEL DE FUNDACION
H (mm)
1000 h (mm)
100
hw (mm)
0 L/B
1
DIMENSIONES DE PEDESTAL
x (mm)
450 y (mm)
450
RESISTENCIA DEL CONCRETO
f'c (N/mm2) =
27.460
RESISTENCIA DEL ACERO
MUERTA
VIVA
VIENTO
E
SUMA
fy (N/mm2) =
Fy
Fx
h
Mz
GWT
H
hw
L
z
B
413.868
x
y
x
PRESION DE SUELO PERMISIBLE
qa (kN/m2) =
98.073
ANGULO BASE DE FRICCION INTERNA DEL SUELO
30
CARGA ULTIMA
Load Case
FACTORES
Fux (kN) =
Fuy (kN) =
Muz (kN.m) =
0.9D+1.3W
0.9
1.3
3.53
149.74
5.21
1.4D+1.7L
1.4
1.7
6.16
241.77
8.85
0.75(1.4D+1.7L+1.7W)
1.05
1.275
1.275
4.62
181.33
6.64
0.75(1.4D+1.7L+1.87E)
1.05
1.275
1.4025
28.42
191.37
45.03
DIMENSIONES APROXIMADAS
DIMENSIONES APROXIMADAS DE BASE
B (mm) =
DIMENSIONES INGRESADAS
B (mm) =
1900
1500
L (mm) =
1900
1500
L (mm) =
PROFUNDIDAD APROXIMADA
Load Case
1
2
3
4
*qumax (kN/m2)
82.72
135.24
101.43
220.68
d (mm)
60.000
85.000
70.000
d (mm)=
D (mm)=
Fuy Muz Fux (H h)
qu
6
max
LB
L2B
*
LOSA DE CONCRETO
PROFUNDIDAD
INGRESADA
PESO DE FUNDACION Df (kN)
B * L * D * 粒c
3.814
(B*L - x*y) * (H - hw) * 粒s
LOSA DE CONCRETO SOBRE
SUELO
22.496
(B*L - x*y) * (hw - D) * (20-10) [ 粒s-粒a ]
Total Df (kN) =
SUELO SATURADO
Carga total, P =
Mom volteo, Mv =
213.78
46.04
0.215
mts
d
d
d/2
d/2
0.000
42.203
kN
kN-mt
e = Mv / P =
125.000
min 150mm (ACI 15.7.)
min cover 70mm (ACI 7.7.)
15.892
x * y * (H+h - D) * 粒c
PEDESTAL
225
300
q6 q5
qumin
< L / 6, Bien !
q4
q3
q2 q1
qumax
2
PERFIL DE TENSION NETA (kN/m )
Load Case
qumax (kN/m2)
qumin (kN/m2)
q1 (kN/m2)
q2 (kN/m2)
q3 (kN/m2)
q4 (kN/m2)
q5 (kN/m2)
q6 (kN/m2)
1
82.718
50.384
76.251
73.826
71.401
61.701
59.276
56.851
2
135.239
79.665
124.124
119.956
115.788
99.116
94.948
90.780
3
101.430
59.749
93.093
89.967
86.841
74.337
71.211
68.085
4
220.682
-50.576
166.431
146.086
125.742
44.364
24.020
3.675
Ing. Juan Carlos Guerrero
jcgcerrato@gmail.com](https://image.slidesharecdn.com/96729556-hoja-de-calculo-para-zapatas-131202114600-phpapp01/85/96729556-hoja-de-calculo-para-zapatas-1-320.jpg)
![Propietario :
DISEO DE ZAPATA AISLADA (ACI 318M-95)
VICTORIAS II
Proyecto:
REVISANDO
Por sismo (1), viento (2), ambos(3) :
1
q max, min
PRESION DE CONTACTO
Fv (kN) =
Fy + Df
2
220.94
qGP (gross pressure) (kN/m2) =
qGP =
139.1189 kN/m2
Page
Dise単o :
Reviso :
Fecha :
qmax (kN/m )
2 of 3
F
Mz F (H h)
v
x
2
LB
BL
2
180.042
qmin (kN/m )
16.350
( 3qmax + qmin ) /4
> qa =
130.438
NO
ESTABILIDAD CONTRA AVERTURAS
MOMENTO DE AVERTURA
MOMENTO DE ESTABILIZACION
Stabilizin moment
g
Overturnin moment
g
Mz + Fx * (H + h)
Fv * (L/2)
2.9063145
57.01572 kN.m
165.705615 kN.m
1.5
Ok
1.5
>
Ok
ESTABILIDAD CONTRA DESLIZAMIENTOS
Fv tan q
Fh
5.992204
>
REVISION DE CORTE LONGITUDINAL
Vc (kN) =
(1/6) * (fc) * B * d
Load Case
1
2
Vu (kN)* =
35.768
58.357
Vu / 0.85Vc
0.1428
0.2329
*Vu = 0.5 * (q1+qumax) * (L/2 - x/2 - d) * B
294.7652429
3
43.768
0.1747
max Vu / 0.85Vc = 0.34764
<
4
87.100
0.3476
1.00
Ok
TIPO DE ZAPATA
CENTRADA
COLINDANCIA
DE ESQUINA
REVISION DE PERFORACION
bo (mm) =
Vc (kN) = min of
2 * [(x+d)+(y+d)]
2700
(1/3) * (f'c) * bo * d
( 1 + 2/(x/y) ) * (1/6) * (f'c) * bo * d
1061.15
1591.73
((a s * d/bo) + 2) * (1/12)* (f'c) * bo * d
Load Case
1
2
3
Vu (kN)* =
119.4175
192.8095
144.6072
Vu / 0.85Vc
0.1324
0.2138
0.1603
*Vu (kN) = Fuy - (0.5 * (q2+q5)) * (x+d) * (y+d)
max Vu / 0.85Vc =
REFUERZO
Mu 0.9 f y As ( d -
0.2138
0.59 f y As
f 'c B
<
1.00
1
a s=
Vc (kN) =
40
1061.15
1414.87
4
152.6170
0.1692
Ok
)
DIRECCION - x
DIRECCION - z
REFUERZO DEL FONDO
REFUERZO DEL TOPE
REFUERZO DEL FONDO
Load Case
1
2
3
4
1
2
3
4
1
2
3
4
Mu (kN.m)*
16.3195 26.6162135 19.962161 39.0772
NR
NR
NR
-10.4551 13.7573 22.2124 16.6593
17.582
As (cm2)=
1.95731 3.20279098 2.3969767 4.72124
NR
NR
NR
1.25161 1.64867 2.66909 1.99827
2.110
r=
0.0018
0.0018
0.0018
0.0018
NR
NR
NR
0.0018
0.0018 0.0018 0.0018
0.0018
max r =
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
Ing. Juan Carlos Guerrero
jcgcerrato@gmail.com](https://image.slidesharecdn.com/96729556-hoja-de-calculo-para-zapatas-131202114600-phpapp01/85/96729556-hoja-de-calculo-para-zapatas-2-320.jpg)
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96729556 hoja-de-calculo-para-zapatas
- 1. Propietario : DISEO DE ZAPATA AISLADA VICTORIAS II Proyecto: Page Dise単o : Reviso : Fecha : 1 of 1 6/11/2012 11:11 Z-1-(x) DATOS CARGAS(kN) Z-3 Fx Fy Mz (kN.m) 3.9 166.4 5.8 0.4 5.2 0.4 0.0 0.0 0.0 17.0 7.2 27.4 21.2877 178.7382 33.59925 NIVEL DE FUNDACION H (mm) 1000 h (mm) 100 hw (mm) 0 L/B 1 DIMENSIONES DE PEDESTAL x (mm) 450 y (mm) 450 RESISTENCIA DEL CONCRETO f'c (N/mm2) = 27.460 RESISTENCIA DEL ACERO MUERTA VIVA VIENTO E SUMA fy (N/mm2) = Fy Fx h Mz GWT H hw L z B 413.868 x y x PRESION DE SUELO PERMISIBLE qa (kN/m2) = 98.073 ANGULO BASE DE FRICCION INTERNA DEL SUELO 30 CARGA ULTIMA Load Case FACTORES Fux (kN) = Fuy (kN) = Muz (kN.m) = 0.9D+1.3W 0.9 1.3 3.53 149.74 5.21 1.4D+1.7L 1.4 1.7 6.16 241.77 8.85 0.75(1.4D+1.7L+1.7W) 1.05 1.275 1.275 4.62 181.33 6.64 0.75(1.4D+1.7L+1.87E) 1.05 1.275 1.4025 28.42 191.37 45.03 DIMENSIONES APROXIMADAS DIMENSIONES APROXIMADAS DE BASE B (mm) = DIMENSIONES INGRESADAS B (mm) = 1900 1500 L (mm) = 1900 1500 L (mm) = PROFUNDIDAD APROXIMADA Load Case 1 2 3 4 *qumax (kN/m2) 82.72 135.24 101.43 220.68 d (mm) 60.000 85.000 70.000 d (mm)= D (mm)= Fuy Muz Fux (H h) qu 6 max LB L2B * LOSA DE CONCRETO PROFUNDIDAD INGRESADA PESO DE FUNDACION Df (kN) B * L * D * 粒c 3.814 (B*L - x*y) * (H - hw) * 粒s LOSA DE CONCRETO SOBRE SUELO 22.496 (B*L - x*y) * (hw - D) * (20-10) [ 粒s-粒a ] Total Df (kN) = SUELO SATURADO Carga total, P = Mom volteo, Mv = 213.78 46.04 0.215 mts d d d/2 d/2 0.000 42.203 kN kN-mt e = Mv / P = 125.000 min 150mm (ACI 15.7.) min cover 70mm (ACI 7.7.) 15.892 x * y * (H+h - D) * 粒c PEDESTAL 225 300 q6 q5 qumin < L / 6, Bien ! q4 q3 q2 q1 qumax 2 PERFIL DE TENSION NETA (kN/m ) Load Case qumax (kN/m2) qumin (kN/m2) q1 (kN/m2) q2 (kN/m2) q3 (kN/m2) q4 (kN/m2) q5 (kN/m2) q6 (kN/m2) 1 82.718 50.384 76.251 73.826 71.401 61.701 59.276 56.851 2 135.239 79.665 124.124 119.956 115.788 99.116 94.948 90.780 3 101.430 59.749 93.093 89.967 86.841 74.337 71.211 68.085 4 220.682 -50.576 166.431 146.086 125.742 44.364 24.020 3.675 Ing. Juan Carlos Guerrero jcgcerrato@gmail.com
- 2. Propietario : DISEO DE ZAPATA AISLADA (ACI 318M-95) VICTORIAS II Proyecto: REVISANDO Por sismo (1), viento (2), ambos(3) : 1 q max, min PRESION DE CONTACTO Fv (kN) = Fy + Df 2 220.94 qGP (gross pressure) (kN/m2) = qGP = 139.1189 kN/m2 Page Dise単o : Reviso : Fecha : qmax (kN/m ) 2 of 3 F Mz F (H h) v x 2 LB BL 2 180.042 qmin (kN/m ) 16.350 ( 3qmax + qmin ) /4 > qa = 130.438 NO ESTABILIDAD CONTRA AVERTURAS MOMENTO DE AVERTURA MOMENTO DE ESTABILIZACION Stabilizin moment g Overturnin moment g Mz + Fx * (H + h) Fv * (L/2) 2.9063145 57.01572 kN.m 165.705615 kN.m 1.5 Ok 1.5 > Ok ESTABILIDAD CONTRA DESLIZAMIENTOS Fv tan q Fh 5.992204 > REVISION DE CORTE LONGITUDINAL Vc (kN) = (1/6) * (fc) * B * d Load Case 1 2 Vu (kN)* = 35.768 58.357 Vu / 0.85Vc 0.1428 0.2329 *Vu = 0.5 * (q1+qumax) * (L/2 - x/2 - d) * B 294.7652429 3 43.768 0.1747 max Vu / 0.85Vc = 0.34764 < 4 87.100 0.3476 1.00 Ok TIPO DE ZAPATA CENTRADA COLINDANCIA DE ESQUINA REVISION DE PERFORACION bo (mm) = Vc (kN) = min of 2 * [(x+d)+(y+d)] 2700 (1/3) * (f'c) * bo * d ( 1 + 2/(x/y) ) * (1/6) * (f'c) * bo * d 1061.15 1591.73 ((a s * d/bo) + 2) * (1/12)* (f'c) * bo * d Load Case 1 2 3 Vu (kN)* = 119.4175 192.8095 144.6072 Vu / 0.85Vc 0.1324 0.2138 0.1603 *Vu (kN) = Fuy - (0.5 * (q2+q5)) * (x+d) * (y+d) max Vu / 0.85Vc = REFUERZO Mu 0.9 f y As ( d - 0.2138 0.59 f y As f 'c B < 1.00 1 a s= Vc (kN) = 40 1061.15 1414.87 4 152.6170 0.1692 Ok ) DIRECCION - x DIRECCION - z REFUERZO DEL FONDO REFUERZO DEL TOPE REFUERZO DEL FONDO Load Case 1 2 3 4 1 2 3 4 1 2 3 4 Mu (kN.m)* 16.3195 26.6162135 19.962161 39.0772 NR NR NR -10.4551 13.7573 22.2124 16.6593 17.582 As (cm2)= 1.95731 3.20279098 2.3969767 4.72124 NR NR NR 1.25161 1.64867 2.66909 1.99827 2.110 r= 0.0018 0.0018 0.0018 0.0018 NR NR NR 0.0018 0.0018 0.0018 0.0018 0.0018 max r = 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 Ing. Juan Carlos Guerrero jcgcerrato@gmail.com
- 3. Propietario : Dise単o : Reviso : Fecha : DISEO DE ZAPATA AISLADA (ACI 318M-95) VICTORIAS II Proyecto: Fy = 3 of 3 178.7 kN Fx = 21.2877 kN hw = 100 Page 33.599 kN.m Mz = GWT H= 1000 D= 6.08 (in both directions) As (cm2) = hw = 0 300 d= 225 mm L = 1500 mm As (cm2) = As (cm2) = 6.075 (x - direction) 6.075 (z - direction) z B= 1500 450 y= x x= 450 50 50 * Dimensions are in mm Parrilla superior : Direccion X = Direccion Z = #4 #4 6 6 Barras Barras @ @ 225 225 Usar Usar 7 Barras #4 Parrilla inferior : Direccion X = Direccion Z = #4 #4 6 6 Barras Barras @ @ 225 225 Usar Usar 7 Barras #4 7 Barras #4 7 Barras #4 @ 22.5 cm @ 22.5 cm @ 22.5 cm @ 22.5 cm Ing. Juan Carlos Guerrero jcgcerrato@gmail.com