zapatas aisladas

P = 344 KN

qa = 100 KN/m2

f'c = 21 Mpa

f'y = 420 Mpa

b1 = 300 mm 0.3 m

b2 = 400 mm 0.4 m

H inicil 250 mm 0.25 m

Ø = 0.85

recubrmiento 70 mm

Ps = 344 KN

qa = 100 KN/m2

B = = 1.85 m

185 cm

H = 250

RECUBRMIENTO 70 mm 0.25

d = 180 mm > 150 mm

18 cm

0.18 m

CONCRETO DE LA CARGA ULTIMA APROXIMADAMENTE

Pu = P*1.5 = 516 KN

EL ESFUERZO ULTIMO APLICADO AL SUELO DE CIMENTACION PARA DISENO

Qu = Pu/B^2 = 150 KN

PARA LA SUPERFICIE DE FALLA SE DETERMINA LOS ESFUERZOS CORTANTES : Vup

Vup = (Pu/B^2)(B^2-(b1+a)(b2+a))

Vup = 474 KN

Uup =Vup/Bod

DONDE: Bo = 2.12 m

Uup = 1.24 Mpa

LA FUERZA CORTANTE VERTICAL QUE ACTUA

OK !!!

INFORMACION BASICA

LA CARGA DE SERVICIO ES:

CAPACIDAD ADMISIBLE ES:

DISENO DE ZAPATAS AISLADAS CONCENTRICA

POR LO TANTP "B" ESTARA DADO:

SE SUPONE INICIALMENTE EL ESPESOR DE A ZAPATA ES:

EL ESFUERZO CORTANTE POR POZUNAMIENTO

𝑃𝑠

𝑞𝑎

Vud = 166 KN

= 0.5 Mpa

0.5 Mpa <= = 0.65 Mpa

0.5 Mpa <= 0.65 Mpa

B = 1.85 m

L = 1.85 m

h = 0.25 m

Mu =

Mu = 84 KN.m

B = 1.85 m

d = 0.18 m

p = 0.00387 > pmin = 0.0018

As = p*B*d 12.92 cm2

TOTAL

AREA DEL ACERO 12.9 cm2 =

11 0 + 0 = 14.19 cm²

1.29

10 # 4 @ 182.9 cm

DISENO A FLEXION DECCION CRITICA

EL AREA DE ESFUERZO A FLEXION

OK !!!

HACIENDO UNA DISTRIBUCION DE ACERO

Uup = Vup/Bd

ESTE DEBE SER MENOR QUE EEL RESISTIDO POR EL CONCRETO

FINALMENTE LAS DIMENSIONES DE LA ZAPATA SERA:

OK !!!

EL ESFUERZO CORTANTE:

Vud = (PuB/B^2)((B-b1)/2 -d)

∅ 𝐹𝑐

6

𝑃𝑢

2𝐵^2

𝐵−𝑏1

2^2*B

0.25

mm

m

3

ELECCION DEL TIPO DE ACERO A UTILIZAR

ACEROS DISPONIBLES EN cm²

No DIAMETRO DIAMETRO AREA

Ø (pulg) cm cm2

LISO 6 mm 0.6 0.28

LISO 1/4" 0.635 0.32

8 mm 0.8 0.50

3 3/8" 0.952 0.71

12 mm 1.2 1.13

4 1/2" 1.27 1.29

5 5/8" 1.588 2.00

PASA!!! 6 3/4" 1.905 2.84

7 7/8" 2.22 3.88

8 1" 2.54 5.10

9 1 1/8" 2.86 6.41

10 1 1/4" 3.18 7.92

11 1 3/8" 3.58 10.06

WM = 180 Tn P = 245

WV = 65 Tn 280 n = 0.25

s/c 500 Kg/cm2 0.5 Ps = 1.25*(WD + WL)269.50

f'c = 280 Kg/cm2 f'c = 280

fy = 4200 Kg/cm2 b*D = Ps/(n*f'c) 3850.00

g m = 2.10 Tn/m3 Pu = 320s t = 35.00 Kg/cm2

hf = 2.00 m

N.P.T. = 0.30 m

N.T.N. = 0.00 m b1b2 = Ps/nFc =3850

Df = 1.70 m

recubrimiento 7.50 cm

Q = 0.90

4400 cm2

s n = 30.3 Tn/m2

Azapata = P/Qn = 8.09 USAREMOS: 2.85 m

2.85 m

Lv1 = Lv2

L = 2.975 m

B = 2.725 m

USAREMOS LA DIMENSIONES REDONDEANDO:

L = 3.0 m 0.55

B = 2.73 m

Lv1 = Lv2 1.1 272.5

1.1 PASA!!!

39 tn/m2

Condicion de Diseño : Vu/f = Vc

Vu/f = 1/f*(Pu-Wu(t+d)(s+d)) …….. (1)

Bc = Dmayor/Dmenor

Bc = #REF! < 2 vc = 1.06*raiz(f'c)

Vc = 1.06*raiz(f'c)*bo*d …….. (2)

donde:

DISENO DE ZAPATA MEDIANERA

DATOS COMO MINIMO

REACCION NETA DEL GERRENO

Wnu = Pu/AZAP =

DIMENSIONAR LA COLUMNA CON:

DIMENSIONES DE LA COLUMNA

USAREMOS LA SEGUIENTE DIMENSION

ESFUERZO NETO DEL TERRENO

s n = s t- g prom*hf - S/C

PARA CUMPLIR:

bo = 2(t+d)+2(s+d)

Ecuacion: 678.01*d^2+484.3*d101.33=0 319.27

a = 678.01 X1 = 0.88

b = 484.30 X2 = 0.88

c = 101.33

d = 0.88 m

h = 0.6 m

dpromedio = 60-(7.5+Q) = 50.60 r = 7.50 cm

= 3/4 0.51

3/4

VERIFICACION DE CORTE:

Vdu = (Wnu*S)(Lv-d) Vn = Vdu/QVdu = 62.6 Vn = 83.40 t

Vc = 122.3 t > 83.40 CONFORMEEE!!!

Mu = 64 t -m

As = Mu/(Q*fy*(d-a/2)) a = As/0.85*fc*b 25.5899724

As = 36.95 cm2 a = 2.4 11.6229896

As = 34.06 cm2 a = 2.2

As = 34.00 cm2 a = 2.2

As = 34.00 cm2 a = 2.2 CONFORMEEE!!!

As minimo

As min = Ptmp * b * d

As min = 24.82 cm2

USAR : As = 34.00 cm2

n = As/Aq = 12

s = 0.25 m

VERIFICACION DE ACERO

S = 2.75-2r-Q/n-1

USAREMOS :

Vc = 0.53raiz(fc)*bd

DISENO POR FLEXION

Mu =(Wu*S)*lv ^2 /2

(1) = (2)

∅

UTILIZAREMOS: 12 3/4 " @ 0.25

EN DIRECCION TRANSVERSAL:

Ast = As*3/2.75Ast = 37.43 cm2

n = 13

s = 0.24

USAREMOS ENTONCES : 13 3/4 " @ 0.24

∅

∅

Tn

Kg/cm2 0.28 Tn/cm2

cm2

Tn

cm2

55.00 cm b2 = 0.55 m

80.00 cm b1 = 0.80 m

PASA!!!

8.1 PASA!!!

m 2.73 m

0.80 m

3.0 m

0.6 m

DIMENSIONAR LA COLUMNA CON:




No DIAMETRO DIAMETRO AREA

Ø (pulg) cm cm2

LISO 6 mm 0.6 0.28

LISO 1/4" 0.635 0.32

8 mm 0.8 0.50

3 3/8" 0.952 0.71

12 mm 1.2 1.13

4 1/2" 1.27 1.27

5 5/8" 1.588 2.00

6 3/4 1.905 2.84

7 7/8" 2.22 3.88

8 1" 2.54 5.10

9 1 1/8" 2.86 6.41

10 1 1/4" 3.18 7.92

11 1 3/8" 3.58 10.06

CONFORMEEE!!!

3.0

2.73

0.6

3.0

SE DESEA DISENA CON LA SEGUIENTE INFORMACION BASICA

P = 933 KN 933000

Mv = 0.1 n/mm2

M1 = 9.7 KN.m

M2 = 8.3 KN.m

µ = 0.25

Qa = 150 KN/m2

b = 0.45 m

fc = 21 MPa

fy = 420 MPa

b = 450 mm

TOMANDO COMO RESULTANTE EN EL DIAGONAL Y LA EXCENTRICIDAD EQUIVALENTE

Mr = 12.8 KN.m 12766362.1

e = Mr/Ps = 0.014 m ENTONCES:

B >= 2.5m

B = = 2.5 m 2.5

B = 2.6 m 2600

C = 1 m 1000

Mv = 0.1 mm2/N

µ = 0.25

F = 1

Es = 10 N/mm2

K1 = 0.004102564 N/mm3

K = 0.00612323 N/mm3

E = 17872.04521 N/mm2

Ic = 3417187500 mm4

h = 500 mm 0.5

70 mm

d = 430 mm > 150

Ts = 668641489.1

recubrimiento =

ZAPATA IZQUINERA

ASUMIENDO DATOS PARA ENCONTRAR EL COIFIENTE K

SE PONE INICIALMENTE UN ESPESOR DE ZAPATA DE:

𝑃𝑠

𝑄𝑎

PASA!!!

m.

mm OK!!!

SE PONE INICIALMENTE UN ESPESOR DE ZAPATA DE:

WM = 250 Tn P = 320

WV = 70 Tn n = 0.25

s/c 500 Kg/cm2 0.5 Ps = 1.25*(WD + WL)352.00 Tn

f'c = 210 Kg/cm2 f'c = 280 Kg/cm2

fy = 4200 Kg/cm2 b*D = Ps/(n*f'c) 5028.57 cm2

g m = 2.10 Tn/m3 Pu = 412 Tns t = 35.00 Kg/cm2

hf = 2.00 m

N.P.T. = 0.20 m

N.T.N. = 0.00 m b1b2 = Ps/nFc =5029 cm2

Df = 1.70 m

recubrimiento 7.50 cm 70.00

Q = 0.90 75.00

5250 cm2 PASA!!!

s n = 30.3 Tn/m2

Azapata = P/Qn = 10.56 USAREMOS: 3.5 m 12.3

3.5 m

Lv1 = Lv2

L = 3.525 m

B = 3.475 m 0.7

USAREMOS LA DIMENSIONES REDONDEANDO:

L = 3.5 m 0.70

B = 3.48 m

Lv1 = Lv2 1.4 347.5

1.4 PASA!!!

3.5

34 tn/m2

Condicion de Diseño : Vu/f = Vc

Vu/f = 1/f*(Pu-Wu(t+d)(s+d))…….. (1)

Bc = Dmayor/Dmenor

Bc = #REF! < 2 vc = 1.06*raiz(f'c)

Vc = 1.06*raiz(f'c)*bo*d …….. (2)

donde:

DISENO DE ZAPATA IZQUINERA

DATOS COMO MINIMO DIMENSIONAR LA COLUMNA CON:

DIMENSIONES DE LA COLUMNA


ESFUERZO NETO DEL TERRENO

s n = s t- g prom*hf - S/C

PARA CUMPLIR:

REACCION NETA DEL GERRENO

Wnu = Pu/AZAP =

bo = 2(t+d)+2(s+d)

Ecuacion: 586.63*d^2+449.69*d182.67=0 276.50

a = 586.63 X1 = 1.06

b = 449.69 X2 = 1.06

c = 182.67 ELECCION DEL TIPO DE ACERO A UTILIZAR


d = 1.06 m No

h = 0.5 m

dpromedio = 60-(7.5+Q) = 50.60 r = 7.50 cm LISO

= 3/4 0.51 LISO

0.875

3

VERIFICACION DE CORTE:

4

Vdu = (Wnu*S)(Lv-d) Vn = Vdu/Q 5

Vdu = 103.0 Vn = 117.75 t 6

7

8

Vc = 135.0 t > 117.75 CONFORMEEE!!! 9

10

11

Mu = 113 t -m

As = Mu/(Q*fy*(d-a/2)) a = As/0.85*fc*b 318.1011

As = 65.36 cm2 a = 4.4 76.5823446

As = 61.52 cm2 a = 4.2

As = 61.35 cm2 a = 4.2

As = 61.35 cm2 a = 4.2 CONFORMEEE!!!

As minimo

As min = Ptmp * b * d

As min = 31.65 cm2

USAR : As = 61.35 cm2

n = As/Aq = 18

s = 0.21 m

Vc = 0.53raiz(fc)*bd

DISENO POR FLEXION

Mu =(Wu*S)*lv ^2 /2

VERIFICACION DE ACERO

S = 2.75-2r-Q/n-1

USAREMOS :

(1) = (2)

∅

UTILIZAREMOS: 18 7/8 " @ 0.21

EN DIRECCION TRANSVERSAL:

Ast = As*3/2.75

Ast = 52.96 cm2

n = 15

s = 0.25 m

USAREMOS ENTONCES : 15 7/8 " @ 0.25

∅

∅

0.28 Tn/cm2

cm b2 = 0.7 m

cm b1 = 0.75 m

PASA!!!

3.48 m

m

0.5 m

DISENO DE ZAPATA IZQUINERA



DIAMETRO DIAMETRO AREA

Ø (pulg) cm cm2

6 mm 0.6 0.28

1/4" 0.635 0.32

8 mm 0.8 0.50

3/8" 0.952 0.71

12 mm 1.2 1.13

1/2" 1.27 1.27

5/8" 1.588 2.00

3/4 1.905 2.84

7/8" 2.22 3.88

1" 2.54 5.10

1 1/8" 2.86 6.41

1 1/4" 3.18 7.92

1 3/8" 3.58 10.06

3.5

1 2/5

3.48

0.5

3.5

zapatas aisladas

Documents