DISEO DE ZAPATA AISLADA N 80

DATOS:

fc = 210.00 kg/cm2 CM = 55.1527fy = 4200.00 kg/cm2 CV = 16.6268r = 5.00 cm a = 40.00

qadm= 2.10 kg/cm2 b = 40.00

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 71.78 tonCalcular Ru = 1.2CM + 1.6CV 92.79 tonCalcular Ru = 1.4CM = 77.21 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 184.88 cmasumir B = 190.00 cm

A = 184.88 cmAsumir A = 180.00 cm

Verificacion

qu = Ru/(A*B) qu = 2.71 kg/cm2

qu = 2.71 qadm = 2.10 Verifca

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d = 30.00

Vcu = 15.36 kg/cm2

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 14.64 kg/cm2

Vcu = 15.36 Vc = 14.64 Verifcaa) Verificacion a corte por flexion asumir d = 24.00

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 70.00 cmqx =qu*B qu = 515.48 kg/cm

My = 1262922.19 kg*cmVcu = 7.68 kg/cm2

Vx=qx*(m-d) Vx = 23712.01 kgVc = 6.93 kg/cm2

Vcu = 7.68 Vc = 6.93 Verifca

Eje Y :n = (B-a)/2 n = 75.00 cmqy =qu*A qy = 488.35 kg/cm

Mx = 1373478.75 kg*cmVcu = 7.68 kg/cm2

Vy=qy*(n-d) Vy = 24905.75 kgVc = 7.69 kg/cm2

Vcu = 7.68 Vc = 7.69 No Verifica

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 57.99 kg/cm2

fau = 124.95 kg/cm2

fau = 124.95 fa = 57.99 Verifca

h=d+r = 29.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 1187069.10 kg*cm

13.56

As1(cm2) = 13.56

As1min(cm2) = 9.92

As 1 requerido (cm2) = 13.56

asum = 16 Area = 2.01 cm2n barras = 8 Area Total = 16.08 cm2

Dispocision = 8 16sep = 24 cm

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 1373478.75 kg*cm

15.78

As1(cm2) = 15.78

As1min(cm2) = 9.92

As 1 requerido (cm2) = 15.78

asum = 16 Area = 2.01 cm2n barras = 8 Area Total = 16.08 cm2

Dispocision = 8 16sep = 24 cm

= 1.11 cm2

As3min = 0.0018*((A-B)/2)*h = -0.26 cm2

As 3 requerido (cm2) = 1.11

asum = 12 Area = 1.13 cm2n barras = 6 Area Total = 6.79 cm2

Dispocision = 6 12sep = 24 cm

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 65.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 65.00 > = ld = 38.30

n-r (cm) = 70.00

= 34.38ld(cm) =

As``1(cm2) =

As3 = As2-As1/2

= 38.30= 30.00

m - r = 70.00 > = ld = 38.30

tontoncmcm

: coeficiente que depende del tipo de de zapata que se quiere disear.

cm

emu

cm

38.30

Verifica

38.30

Verifica

DISEO DE ZAPATA AISLADA N 29

DATOS:

fc = 210.00 kg/cm2 CM = 36.75fy = 4200.00 kg/cm2 CV = 9.55r = 5.00 cm a = 40.00

qadm= 2.00 kg/cm2 b = 40.00

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 46.30 tonCalcular Ru = 1.2CM + 1.6CV 59.38 tonCalcular Ru = 1.4CM = 51.45 ton

1.5 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 124.23 cmasumir B = 130.00 cm

A = 186.35 cmAsumir A = 190.00 cm

Verificacion

qu = Ru/(A*B) qu = 2.40 kg/cm2

qu = 2.40 qadm = 2.00 Verifca

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d = 21.00

Vcu = 15.36 kg/cm2

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 14.80 kg/cm2

Vcu = 15.36 Vc = 14.80 Verifcaa) Verificacion a corte por flexion asumir d = 23.00

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 75.00 cmqx =qu*B qu = 312.53 kg/cm

My = 878980.26 kg*cmVcu = 7.68 kg/cm2

Vx=qx*(m-d) Vx = 16251.37 kgVc = 7.25 kg/cm2

Vcu = 7.68 Vc = 7.25 Verifca

Eje Y :n = (B-a)/2 n = 45.00 cmqy =qu*A qy = 456.77 kg/cm

Mx = 462478.85 kg*cmVcu = 7.68 kg/cm2

Vy=qy*(n-d) Vy = 10048.92 kgVc = 3.07 kg/cm2

Vcu = 7.68 Vc = 3.07 Verifca

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 37.11 kg/cm2

fau = 124.95 kg/cm2

fau = 124.95 fa = 37.11 Verifca

h=d+r = 28.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 878980.26 kg*cm

10.55

As1(cm2) = 10.55

As1min(cm2) = 6.55

As 1 requerido (cm2) = 10.55

asum = 12 Area = 1.13 cm2n barras = 10 Area Total = 11.31 cm2

Dispocision = 10 12sep = 19 cm

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 462478.85 kg*cm

248.715.44

As1(cm2) = 5.44

As1min(cm2) = 6.55

As 1 requerido (cm2) = 6.55

asum = 12 Area = 1.13 cm2n barras = 6 Area Total = 6.79 cm2

Dispocision = 6 12sep = 19 cm

= 2.00 cm2

As3min = 0.0018*((A-B)/2)*h = 1.51 cm2

As 3 requerido (cm2) = 2.00

asum = 12 Area = 1.13 cm2n barras = 2 Area Total = 2.26 cm2

Dispocision = 2 12sep = 19 cm

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 70.00

= 19.34ld(cm) =

= 28.73= 30.00

m - r = 70.00 > = ld = 30.00

n-r (cm) = 40.00

= 19.34ld(cm) =

As`1(cm2) =As``1(cm2) =

As3 = As2-As1/2

= 28.73= 30.00

m - r = 40.00 > = ld = 30.00

tontoncmcm

: coeficiente que depende del tipo de de zapata que se quiere disear.

cm

cm

30.00

Verifica

30.00

Verifica

DISEO DE ZAPATA AISLADA N 84

DATOS:

fc = 210.00 kg/cm2 CM = 45.67fy = 4200.00 kg/cm2 CV = 12.83r = 5.00 cm a = 40.00

qadm= 2.00 kg/cm2 b = 40.00

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 58.50 tonCalcular Ru = 1.2CM + 1.6CV 75.33 tonCalcular Ru = 1.4CM = 63.94 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 171.03 cmasumir B = 180.00 cm

A = 171.03 cmAsumir A = 180.00 cm

Verificacion

qu = Ru/(A*B) qu = 2.33 kg/cm2

qu = 2.33 qadm = 2.00 Verifca

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d = 26.00

Vcu = 15.36 kg/cm2

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 14.48 kg/cm2

Vcu = 15.36 Vc = 14.48 Verifcaa) Verificacion a corte por flexion asumir d = 21.00

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 70.00 cmqx =qu*B qu = 418.51 kg/cm

My = 1025352.22 kg*cmVcu = 7.68 kg/cm2

Vx=qx*(m-d) Vx = 20507.04 kgVc = 7.23 kg/cm2

Vcu = 7.68 Vc = 7.23 Verifca

Eje Y :n = (B-a)/2 n = 70.00 cmqy =qu*A qy = 418.51 kg/cm

Mx = 1025352.22 kg*cmVcu = 7.68 kg/cm2

Vy=qy*(n-d) Vy = 20507.04 kgVc = 7.23 kg/cm2

Vcu = 7.68 Vc = 7.23 Verifca

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 47.08 kg/cm2

fau = 124.95 kg/cm2

fau = 124.95 fa = 47.08 Verifca

h=d+r = 31.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 1025352.22 kg*cm

13.48

As1(cm2) = 13.48

As1min(cm2) = 10.04

As 1 requerido (cm2) = 13.48

asum = 16 Area = 2.01 cm2n barras = 8 Area Total = 16.08 cm2

Dispocision = 8 16sep = 24 cm

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 1025352.22 kg*cm

307.8213.48

As1(cm2) = 13.48

As1min(cm2) = 10.04

As 1 requerido (cm2) = 13.48

asum = 16 Area = 2.01 cm2n barras = 8 Area Total = 16.08 cm2

Dispocision = 8 16sep = 24 cm

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 65.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 65.00 > = ld = 38.30

n-r (cm) = 65.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 65.00 > = ld = 38.30

As`1(cm2) =As``1(cm2) =

tontoncmcm

: coeficiente que depende del tipo de de zapata que se quiere disear.

cm

cm

38.30

Verifica

38.30

Verifica

DISEO DE ZAPATA AISLADA N 152

DATOS:

fc = 210.00 kg/cm2 CM = 53.16fy = 4200.00 kg/cm2 CV = 15.1r = 5.00 cm a = 40.00

qadm= 2.00 kg/cm2 b = 40.00

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 68.26 tonCalcular Ru = 1.2CM + 1.6CV 87.95 tonCalcular Ru = 1.4CM = 74.42 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 184.74 cmasumir B = 190.00 cm

A = 184.74 cmAsumir A = 190.00 cm

Verificacion

qu = Ru/(A*B) qu = 2.44 kg/cm2

qu = 2.44 qadm = 2.00 Verifca

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d = 29.00

Vcu = 15.36 kg/cm2

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 14.67 kg/cm2

Vcu = 15.36 Vc = 14.67 Verifcaa) Verificacion a corte por flexion asumir d = 29.00

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 75.00 cmqx =qu*B qu = 462.91 kg/cm

My = 1301921.05 kg*cmVcu = 7.68 kg/cm2

Vx=qx*(m-d) Vx = 21293.64 kgVc = 5.15 kg/cm2

Vcu = 7.68 Vc = 5.15 Verifca

Eje Y :n = (B-a)/2 n = 75.00 cmqy =qu*A qy = 462.91 kg/cm

Mx = 1301921.05 kg*cmVcu = 7.68 kg/cm2

Vy=qy*(n-d) Vy = 21293.64 kgVc = 5.15 kg/cm2

Vcu = 7.68 Vc = 5.15 Verifca

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 54.97 kg/cm2

fau = 124.95 kg/cm2

fau = 124.95 fa = 54.97 Verifca

h=d+r = 34.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 1301921.05 kg*cm

12.19

As1(cm2) = 12.19

As1min(cm2) = 11.63

As 1 requerido (cm2) = 12.19

asum = 16 Area = 2.01 cm2n barras = 7 Area Total = 14.07 cm2

Dispocision = 7 16sep = 29 cm

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 1301921.05 kg*cm

456.1612.19

As1(cm2) = 12.19

As1min(cm2) = 11.63

As 1 requerido (cm2) = 12.19

asum = 16 Area = 2.01 cm2n barras = 7 Area Total = 14.07 cm2

Dispocision = 7 16sep = 29 cm

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 70.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 70.00 > = ld = 38.30

n-r (cm) = 70.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 70.00 > = ld = 38.30

As`1(cm2) =As``1(cm2) =

tontoncmcm

: coeficiente que depende del tipo de de zapata que se quiere disear.

cm

cm

38.30

Verifica

38.30

Verifica

DISEO DE ZAPATA AISLADA N 201

DATOS:

fc = 210.00 kg/cm2 CM = 37.02fy = 4200.00 kg/cm2 CV = 8.89r = 5.00 cm a = 40.00

qadm= 2.00 kg/cm2 b = 40.00

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 45.91 tonCalcular Ru = 1.2CM + 1.6CV 58.65 tonCalcular Ru = 1.4CM = 51.83 ton

1.5 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 123.71 cmasumir B = 130.00 cm

A = 185.56 cmAsumir A = 190.00 cm

Verificacion

qu = Ru/(A*B) qu = 2.37 kg/cm2

qu = 2.37 qadm = 2.00 Verifca

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d = 21.00

Vcu = 15.36 kg/cm2

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 14.62 kg/cm2

Vcu = 15.36 Vc = 14.62 Verifcaa) Verificacion a corte por flexion asumir d = 22.00

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 75.00 cmqx =qu*B qu = 308.67 kg/cm

My = 868144.74 kg*cmVcu = 7.68 kg/cm2

Vx=qx*(m-d) Vx = 16359.71 kgVc = 7.63 kg/cm2

Vcu = 7.68 Vc = 7.63 Verifca

Eje Y :n = (B-a)/2 n = 45.00 cmqy =qu*A qy = 451.14 kg/cm

Mx = 456777.69 kg*cmVcu = 7.68 kg/cm2

Vy=qy*(n-d) Vy = 10376.18 kgVc = 3.31 kg/cm2

Vcu = 7.68 Vc = 3.31 Verifca

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 36.66 kg/cm2

fau = 124.95 kg/cm2

fau = 124.95 fa = 36.66 Verifca

h=d+r = 27.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 868144.74 kg*cm

10.93

As1(cm2) = 10.93

As1min(cm2) = 6.32

As 1 requerido (cm2) = 10.93

asum = 12 Area = 1.13 cm2n barras = 10 Area Total = 11.31 cm2

Dispocision = 10 12sep = 19 cm

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 456777.69 kg*cm

237.485.62

As1(cm2) = 5.62

As1min(cm2) = 6.32

As 1 requerido (cm2) = 6.32

asum = 12 Area = 1.13 cm2n barras = 6 Area Total = 6.79 cm2

Dispocision = 6 12sep = 19 cm

= 2.31 cm2

As3min = 0.0018*((A-B)/2)*h = 1.46 cm2

As 3 requerido (cm2) = 2.31

asum = 12 Area = 1.13 cm2n barras = 3 Area Total = 3.39 cm2

Dispocision = 3 12

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 70.00

= 19.34ld(cm) =

= 28.73= 30.00

m - r = 70.00 > = ld = 30.00

n-r (cm) = 40.00

= 19.34ld(cm) =

As`1(cm2) =As``1(cm2) =

As3 = As2-As1/2

= 28.73= 30.00

m - r = 40.00 > = ld = 30.00

tontoncmcm

: coeficiente que depende del tipo de de zapata que se quiere disear.

cm

cm

30.00

Verifica

30.00

Verifica

DISEO DE ZAPATA AISLADA N 203

DATOS:

fc = 210.00 kg/cm2 CM = 48.27fy = 4200.00 kg/cm2 CV = 13.48r = 5.00 cm a = 40.00

qadm= 2.00 kg/cm2 b = 40.00

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 61.75 tonCalcular Ru = 1.2CM + 1.6CV 79.49 tonCalcular Ru = 1.4CM = 67.58 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 175.71 cmasumir B = 180.00 cm

A = 175.71 cmAsumir A = 180.00 cm

Verificacion

qu = Ru/(A*B) qu = 2.45 kg/cm2

qu = 2.45 qadm = 2.00 Verifca

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d = 27.00

Vcu = 15.36 kg/cm2

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 14.49 kg/cm2

Vcu = 15.36 Vc = 14.49 Verifcaa) Verificacion a corte por flexion asumir d = 21.00

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 70.00 cmqx =qu*B qu = 441.62 kg/cm

My = 1081974.44 kg*cmVcu = 7.68 kg/cm2

Vx=qx*(m-d) Vx = 21639.49 kgVc = 7.63 kg/cm2

Vcu = 7.68 Vc = 7.63 Verifca

Eje Y :n = (B-a)/2 n = 70.00 cmqy =qu*A qy = 441.62 kg/cm

Mx = 1081974.44 kg*cmVcu = 7.68 kg/cm2

Vy=qy*(n-d) Vy = 21639.49 kgVc = 7.63 kg/cm2

Vcu = 7.68 Vc = 7.63 Verifca

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 49.68 kg/cm2

fau = 124.95 kg/cm2

fau = 124.95 fa = 49.68 Verifca

h=d+r = 32.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 1081974.44 kg*cm

14.26

As1(cm2) = 14.26

As1min(cm2) = 10.37

As 1 requerido (cm2) = 14.26

asum = 16 Area = 2.01 cm2n barras = 8 Area Total = 16.08 cm2

Dispocision = 8 16sep = 24 cm

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 1081974.44 kg*cm

307.0414.26

As1(cm2) = 14.26

As1min(cm2) = 10.37

As 1 requerido (cm2) = 14.26

asum = 16 Area = 2.01 cm2n barras = 8 Area Total = 16.08 cm2

Dispocision = 8 16sep = 24 cm

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 65.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 65.00 > = ld = 38.30

n-r (cm) = 65.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 65.00 > = ld = 38.30

As`1(cm2) =As``1(cm2) =

tontoncmcm

: coeficiente que depende del tipo de de zapata que se quiere disear.

cm

cm

38.30

Verifica

38.30

Verifica

DISEO DE ZAPATA AISLADA N 154

DATOS:

fc = 210.00 kg/cm2 CM = 59.7049fy = 4200.00 kg/cm2 CV = 19.7253r = 5.00 cm a = 40.00

qadm= 2.00 kg/cm2 b = 40.00

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 79.43 tonCalcular Ru = 1.2CM + 1.6CV 103.21 tonCalcular Ru = 1.4CM = 83.59 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 199.29 cmasumir B = 200.00 cm

A = 199.29 cmAsumir A = 200.00 cm

Verificacion

qu = Ru/(A*B) qu = 2.58 kg/cm2

qu = 2.58 qadm = 2.00 Verifca

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d = 32.00

Vcu = 15.36 kg/cm2

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 15.10 kg/cm2

Vcu = 15.36 Vc = 15.10 Verifcaa) Verificacion a corte por flexion asumir d = 25.00

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 80.00 cmqx =qu*B qu = 516.03 kg/cm

My = 1651301.76 kg*cmVcu = 7.68 kg/cm2

Vx=qx*(m-d) Vx = 28381.75 kgVc = 7.57 kg/cm2

Vcu = 7.68 Vc = 7.57 Verifca

Eje Y :n = (B-a)/2 n = 80.00 cmqy =qu*A qy = 516.03 kg/cm

Mx = 1651301.76 kg*cmVcu = 7.68 kg/cm2

Vy=qy*(n-d) Vy = 28381.75 kgVc = 7.57 kg/cm2

Vcu = 7.68 Vc = 7.57 Verifca

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 64.50 kg/cm2

fau = 124.95 kg/cm2

fau = 124.95 fa = 64.50 Verifca

h=d+r = 37.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 1651301.76 kg*cm

18.26

As1(cm2) = 18.26

As1min(cm2) = 13.32

As 1 requerido (cm2) = 18.26

asum = 16 Area = 2.01 cm2n barras = 10 Area Total = 20.11 cm2

Dispocision = 10 16sep = 20 cm

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 1651301.76 kg*cm

406.7418.26

As1(cm2) = 18.26

As1min(cm2) = 13.32

As 1 requerido (cm2) = 18.26

asum = 16 Area = 2.01 cm2n barras = 10 Area Total = 20.11 cm2

Dispocision = 10 16sep = 20 cm

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 75.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 75.00 > = ld = 38.30

n-r (cm) = 75.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 75.00 > = ld = 38.30

As`1(cm2) =As``1(cm2) =

tontoncmcm

: coeficiente que depende del tipo de de zapata que se quiere disear.

cm

cm

38.30

Verifica

38.30

Verifica

DISEO DE ZAPATA AISLADA N 25

DATOS:

fc = 210.00 kg/cm2 CM = 58.01fy = 4200.00 kg/cm2 CV = 16.89r = 5.00 cm a = 40.00

qadm= 2.00 kg/cm2 b = 40.00

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 74.90 tonCalcular Ru = 1.2CM + 1.6CV 96.64 tonCalcular Ru = 1.4CM = 81.21 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 193.52 cmasumir B = 200.00 cm

A = 193.52 cmAsumir A = 200.00 cm

Verificacion

qu = Ru/(A*B) qu = 2.42 kg/cm2

qu = 2.42 qadm = 2.00 Verifca

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d = 31.00

Vcu = 15.36 kg/cm2

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 14.81 kg/cm2

Vcu = 15.36 Vc = 14.81 Verifcaa) Verificacion a corte por flexion asumir d = 24.00

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 80.00 cmqx =qu*B qu = 483.18 kg/cm

My = 1546176.00 kg*cmVcu = 7.68 kg/cm2

Vx=qx*(m-d) Vx = 27058.08 kgVc = 7.52 kg/cm2

Vcu = 7.68 Vc = 7.52 Verifca

Eje Y :n = (B-a)/2 n = 80.00 cmqy =qu*A qy = 483.18 kg/cm

Mx = 1546176.00 kg*cmVcu = 7.68 kg/cm2

Vy=qy*(n-d) Vy = 27058.08 kgVc = 7.52 kg/cm2

Vcu = 7.68 Vc = 7.52 Verifca

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 60.40 kg/cm2

fau = 124.95 kg/cm2

fau = 124.95 fa = 60.40 Verifca

h=d+r = 36.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 1546176.00 kg*cm

17.82

As1(cm2) = 17.82

As1min(cm2) = 12.96

As 1 requerido (cm2) = 17.82

asum = 16 Area = 2.01 cm2n barras = 9 Area Total = 18.10 cm2

Dispocision = 9 16sep = 23 cm

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 1546176.00 kg*cm

390.1817.82

As1(cm2) = 17.82

As1min(cm2) = 12.96

As 1 requerido (cm2) = 17.82

asum = 16 Area = 2.01 cm2n barras = 9 Area Total = 18.10 cm2

Dispocision = 9 16sep = 23 cm

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 75.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 75.00 > = ld = 38.30

n-r (cm) = 75.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 75.00 > = ld = 38.30

As`1(cm2) =As``1(cm2) =

tontoncmcm

: coeficiente que depende del tipo de de zapata que se quiere disear.

cm

cm

38.30

Verifica

38.30

Verifica

DISEO DE ZAPATA AISLADA N 21

DATOS:

fc = 210.00 kg/cm2 CM = 36.56fy = 4200.00 kg/cm2 CV = 11.46r = 5.00 cm a = 40.00

qadm= 2.00 kg/cm2 b = 40.00

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 48.02 tonCalcular Ru = 1.2CM + 1.6CV 62.20 tonCalcular Ru = 1.4CM = 51.18 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 154.94 cmasumir B = 160.00 cm

A = 154.94 cmAsumir A = 160.00 cm

Verificacion

qu = Ru/(A*B) qu = 2.43 kg/cm2

qu = 2.43 qadm = 2.00 Verifca

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d = 22.00

Vcu = 15.36 kg/cm2

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 14.62 kg/cm2

Vcu = 15.36 Vc = 14.62 Verifcaa) Verificacion a corte por flexion asumir d = 18.00

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 60.00 cmqx =qu*B qu = 388.76 kg/cm

My = 699762.15 kg*cmVcu = 7.68 kg/cm2

Vx=qx*(m-d) Vx = 16327.78 kgVc = 7.56 kg/cm2

Vcu = 7.68 Vc = 7.56 Verifca

Eje Y :n = (B-a)/2 n = 60.00 cmqy =qu*A qy = 388.76 kg/cm

Mx = 699762.15 kg*cmVcu = 7.68 kg/cm2

Vy=qy*(n-d) Vy = 16327.78 kgVc = 7.56 kg/cm2

Vcu = 7.68 Vc = 7.56 Verifca

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 38.88 kg/cm2

fau = 124.95 kg/cm2

fau = 124.95 fa = 38.88 Verifca

h=d+r = 27.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 699762.15 kg*cm

10.76

As1(cm2) = 10.76

As1min(cm2) = 7.78

As 1 requerido (cm2) = 10.76

asum = 12 Area = 1.13 cm2n barras = 11 Area Total = 12.44 cm2

Dispocision = 11 12sep = 14 cm

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 699762.15 kg*cm

234.0410.76

As1(cm2) = 10.76

As1min(cm2) = 7.78

As 1 requerido (cm2) = 10.76

asum = 12 Area = 1.13 cm2n barras = 11 Area Total = 12.44 cm2

Dispocision = 11 12sep = 14 cm

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 55.00

= 19.34ld(cm) =

= 28.73= 30.00

m - r = 55.00 > = ld = 30.00

n-r (cm) = 55.00

= 19.34ld(cm) =

= 28.73= 30.00

m - r = 55.00 > = ld = 30.00

As`1(cm2) =As``1(cm2) =

tontoncmcm

: coeficiente que depende del tipo de de zapata que se quiere disear.

cm

cm

30.00

Verifica

30.00

Verifica

DISEO DE ZAPATA AISLADA N 76

DATOS:

fc = 210.00 kg/cm2 CM = 63.57fy = 4200.00 kg/cm2 CV = 21.04r = 5.00 cm a = 40.00

qadm= 2.00 kg/cm2 b = 40.00

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 84.61 tonCalcular Ru = 1.2CM + 1.6CV 109.94 tonCalcular Ru = 1.4CM = 88.99 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 205.68 cmasumir B = 210.00 cm

A = 205.68 cmAsumir A = 210.00 cm

Verificacion

qu = Ru/(A*B) qu = 2.49 kg/cm2

qu = 2.49 qadm = 2.00 Verifca

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d = 34.00

Vcu = 15.36 kg/cm2

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 14.88 kg/cm2

Vcu = 15.36 Vc = 14.88 Verifcaa) Verificacion a corte por flexion asumir d = 26.00

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 85.00 cmqx =qu*B qu = 523.54 kg/cm

My = 1891300.64 kg*cmVcu = 7.68 kg/cm2

Vx=qx*(m-d) Vx = 30889.06 kgVc = 7.54 kg/cm2

Vcu = 7.68 Vc = 7.54 Verifca

Eje Y :n = (B-a)/2 n = 85.00 cmqy =qu*A qy = 523.54 kg/cm

Mx = 1891300.64 kg*cmVcu = 7.68 kg/cm2

Vy=qy*(n-d) Vy = 30889.06 kgVc = 7.54 kg/cm2

Vcu = 7.68 Vc = 7.54 Verifca

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 68.72 kg/cm2

fau = 124.95 kg/cm2

fau = 124.95 fa = 68.72 Verifca

h=d+r = 39.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 1891300.64 kg*cm

20.12

As1(cm2) = 20.12

As1min(cm2) = 14.74

As 1 requerido (cm2) = 20.12

asum = 16 Area = 2.01 cm2n barras = 11 Area Total = 22.12 cm2

Dispocision = 11 16sep = 19 cm

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 1891300.64 kg*cm

443.9820.12

As1(cm2) = 20.12

As1min(cm2) = 14.74

As 1 requerido (cm2) = 20.12

asum = 16 Area = 2.01 cm2n barras = 11 Area Total = 22.12 cm2

Dispocision = 11 16sep = 19 cm

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 80.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 80.00 > = ld = 38.30

n-r (cm) = 80.00

= 34.38ld(cm) =

= 38.30= 30.00

m - r = 80.00 > = ld = 38.30

As`1(cm2) =As``1(cm2) =

tontoncmcm

: coeficiente que depende del tipo de de zapata que se quiere disear.

cm

cm

38.30

Verifica

38.30

Verifica

DISEO DE ZAPATA AISLADA N 148

DATOS:

fc = 210.00 kg/cm2 CM =fy = 4200.00 kg/cm2 CV =r = 5.00 cm a =

qadm= 2.00 kg/cm2 b =

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 61.54 tonCalcular Ru = 1.2CM + 1.6CV 79.38 tonCalcular Ru = 1.4CM = 66.80 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 175.41asumir B = 180.00

A = 175.41Asumir A = 180.00

Verificacion

qu = Ru/(A*B) qu = 2.45

qu = 2.45 qadm = 2.00

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d =

Vcu = 15.36

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 14.47

Vcu = 15.36 Vc = 14.47a) Verificacion a corte por flexion asumir d =

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 70.00qx =qu*B qu = 440.99

My = 1080435.30Vcu = 7.68

Vx=qx*(m-d) Vx = 21608.71Vc = 7.62

Vcu = 7.68 Vc = 7.62

Eje Y :n = (B-a)/2 n = 70.00qy =qu*A qy = 440.99

Mx = 1080435.30Vcu = 7.68

Vy=qy*(n-d) Vy = 21608.71Vc = 7.62

Vcu = 7.68 Vc = 7.62

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 49.61

fau = 124.95

fau = 124.95 fa = 49.61

h=d+r = 32.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 1080435.30 kg*cm

As1(cm2) =

As1min(cm2) =

As 1 requerido (cm2) = 14.24

asum = 16 Area = 2.01n barras = 8 Area Total = 16.08

Dispocision = 8 sep = 24

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 1080435.30 kg*cm

As1(cm2) =

As1min(cm2) =

As 1 requerido (cm2) = 14.24

asum = 16 Area = 2.01n barras = 8 Area Total = 16.08

Dispocision = 8 sep = 24

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 65.00

= 34.38

= 38.30= 30.00

m - r = 65.00 > = ld = 38.30

n-r (cm) = 65.00

= 34.38

= 38.30= 30.00

m - r = 65.00 > = ld = 38.30

As`1(cm2) =As``1(cm2) =

47.71 ton13.83 ton40.00 cm40.00 cm

: coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

cmcmcmcm

kg/cm2

Verifca

27.00 cm

kg/cm2

kg/cm2

Verifca21.00 cm

cmkg/cm kg*cmkg/cm2kgkg/cm2

Verifca

cmkg/cm kg*cmkg/cm2kgkg/cm2

Verifca

kg/cm2kg/cm2

Verifca

14.24

14.24

10.37

cm2cm2

16cm

307.0614.24

14.24

10.37

cm2cm2

16cm

ld(cm) = 38.30

Verifica

ld(cm) = 38.30

Verifica

DISEO DE ZAPATA AISLADA N 197

DATOS:

fc = 210.00 kg/cm2 CM =fy = 4200.00 kg/cm2 CV =r = 5.00 cm a =

qadm= 2.00 kg/cm2 b =

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 44.23 tonCalcular Ru = 1.2CM + 1.6CV 56.56 tonCalcular Ru = 1.4CM = 49.72 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 148.71asumir B = 150.00

A = 148.71Asumir A = 150.00

Verificacion

qu = Ru/(A*B) qu = 2.51

qu = 2.51 qadm = 2.00

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d =

Vcu = 15.36

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 14.85

Vcu = 15.36 Vc = 14.85a) Verificacion a corte por flexion asumir d =

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 55.00qx =qu*B qu = 377.08

My = 570338.74Vcu = 7.68

Vx=qx*(m-d) Vx = 14706.26Vc = 8.17

Vcu = 7.68 Vc = 8.17

Eje Y :n = (B-a)/2 n = 55.00qy =qu*A qy = 377.08

Mx = 570338.74Vcu = 7.68

Vy=qy*(n-d) Vy = 14706.26Vc = 8.17

Vcu = 7.68 Vc = 8.17

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 35.35

fau = 124.95

fau = 124.95 fa = 35.35

h=d+r = 25.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 570338.74 kg*cm

As1(cm2) =

As1min(cm2) =

As 1 requerido (cm2) = 9.91

asum = 12 Area = 1.13n barras = 9 Area Total = 10.18

Dispocision = 9 sep = 17

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 570338.74 kg*cm

As1(cm2) =

As1min(cm2) =

As 1 requerido (cm2) = 9.91

asum = 12 Area = 1.13n barras = 9 Area Total = 10.18

Dispocision = 9 sep = 17

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 50.00

= 19.34

= 28.73= 30.00

m - r = 50.00 > = ld = 30.00

n-r (cm) = 50.00

= 19.34

= 28.73= 30.00

m - r = 50.00 > = ld = 30.00

As`1(cm2) =As``1(cm2) =

35.51 ton8.72 ton

40.00 cm40.00 cm

: coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

cmcmcmcm

kg/cm2

Verifca

20.00 cm

kg/cm2

kg/cm2

Verifca16.00 cm

cmkg/cm kg*cmkg/cm2kgkg/cm2

No Verifica

cmkg/cm kg*cmkg/cm2kgkg/cm2

No Verifica

kg/cm2kg/cm2

Verifca

9.91

9.91

6.75

cm2cm2

12cm

194.099.91

9.91

6.75

cm2cm2

12cm

ld(cm) = 30.00

Verifica

ld(cm) = 30.00

Verifica

DISEO DE ZAPATA AISLADA N 17

DATOS:

fc = 210.00 kg/cm2 CM =fy = 4200.00 kg/cm2 CV =r = 5.00 cm a =

qadm= 2.00 kg/cm2 b =

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 74.16 tonCalcular Ru = 1.2CM + 1.6CV 97.87 tonCalcular Ru = 1.4CM = 72.76 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 192.56asumir B = 200.00

A = 192.56Asumir A = 200.00

Verificacion

qu = Ru/(A*B) qu = 2.45

qu = 2.45 qadm = 2.00

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d =

Vcu = 15.36

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 15.00

Vcu = 15.36 Vc = 15.00a) Verificacion a corte por flexion asumir d =

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 80.00qx =qu*B qu = 489.33

My = 1565865.60Vcu = 7.68

Vx=qx*(m-d) Vx = 27402.65Vc = 7.61

Vcu = 7.68 Vc = 7.61

Eje Y :n = (B-a)/2 n = 80.00qy =qu*A qy = 489.33

Mx = 1565865.60Vcu = 7.68

Vy=qy*(n-d) Vy = 27402.65Vc = 7.61

Vcu = 7.68 Vc = 7.61

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 61.17

fau = 124.95

fau = 124.95 fa = 61.17

h=d+r = 36.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 1565865.60 kg*cm

As1(cm2) =

As1min(cm2) =

As 1 requerido (cm2) = 18.06

asum = 16 Area = 2.01n barras = 9 Area Total = 18.10

Dispocision = 9 sep = 23

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 1565865.60 kg*cm

As1(cm2) =

As1min(cm2) =

As 1 requerido (cm2) = 18.06

asum = 16 Area = 2.01n barras = 9 Area Total = 18.10

Dispocision = 9 sep = 23

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 75.00

= 34.38

= 38.30= 30.00

m - r = 75.00 > = ld = 38.30

n-r (cm) = 75.00

= 34.38

= 38.30= 30.00

m - r = 75.00 > = ld = 38.30

As`1(cm2) =As``1(cm2) =

51.97 ton22.19 ton40.00 cm40.00 cm

: coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

cmcmcmcm

kg/cm2

Verifca

31.00 cm

kg/cm2

kg/cm2

Verifca24.00 cm

cmkg/cm kg*cmkg/cm2kgkg/cm2

Verifca

cmkg/cm kg*cmkg/cm2kgkg/cm2

Verifca

kg/cm2kg/cm2

Verifca

18.06

18.06

12.96

cm2cm2

16cm

389.9418.06

18.06

12.96

cm2cm2

16cm

ld(cm) = 38.30

Verifica

ld(cm) = 38.30

Verifica

DISEO DE ZAPATA AISLADA N 72

DATOS:

fc = 210.00 kg/cm2 CM =fy = 4200.00 kg/cm2 CV =r = 5.00 cm a =

qadm= 2.00 kg/cm2 b =

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 59.52 tonCalcular Ru = 1.2CM + 1.6CV 77.20 tonCalcular Ru = 1.4CM = 63.12 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 172.51asumir B = 180.00

A = 172.51Asumir A = 180.00

Verificacion

qu = Ru/(A*B) qu = 2.38

qu = 2.38 qadm = 2.00

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d =

Vcu = 15.36

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 14.84

Vcu = 15.36 Vc = 14.84a) Verificacion a corte por flexion asumir d =

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 70.00qx =qu*B qu = 428.86

My = 1050717.89Vcu = 7.68

Vx=qx*(m-d) Vx = 21014.36Vc = 7.41

Vcu = 7.68 Vc = 7.41

Eje Y :n = (B-a)/2 n = 70.00qy =qu*A qy = 428.86

Mx = 1050717.89Vcu = 7.68

Vy=qy*(n-d) Vy = 21014.36Vc = 7.41

Vcu = 7.68 Vc = 7.41

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 48.25

fau = 124.95

fau = 124.95 fa = 48.25

h=d+r = 31.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 1050717.89 kg*cm

As1(cm2) =

As1min(cm2) =

As 1 requerido (cm2) = 13.83

asum = 16 Area = 2.01n barras = 7 Area Total = 14.07

Dispocision = 7 sep = 28

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 1050717.89 kg*cm

As1(cm2) =

As1min(cm2) =

As 1 requerido (cm2) = 13.83

asum = 16 Area = 2.01n barras = 7 Area Total = 14.07

Dispocision = 7 sep = 28

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 65.00

= 34.38

= 38.30= 30.00

m - r = 65.00 > = ld = 38.30

n-r (cm) = 65.00

= 34.38

= 38.30= 30.00

m - r = 65.00 > = ld = 38.30

As`1(cm2) =As``1(cm2) =

45.09 ton14.43 ton40.00 cm40.00 cm

: coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

cmcmcmcm

kg/cm2

Verifca

26.00 cm

kg/cm2

kg/cm2

Verifca21.00 cm

cmkg/cm kg*cmkg/cm2kgkg/cm2

Verifca

cmkg/cm kg*cmkg/cm2kgkg/cm2

Verifca

kg/cm2kg/cm2

Verifca

13.83

13.83

10.04

cm2cm2

16cm

307.4713.83

13.83

10.04

cm2cm2

16cm

ld(cm) = 38.30

Verifica

ld(cm) = 38.30

Verifica

DISEO DE ZAPATA AISLADA N 144

DATOS:

fc = 210.00 kg/cm2 CM =fy = 4200.00 kg/cm2 CV =r = 5.00 cm a =

qadm= 2.00 kg/cm2 b =

2.- DIMENSIONAMIENTO EN PLANTA

Calcular R = CM + CV = 15.21 tonCalcular Ru = 1.2CM + 1.6CV 19.26 tonCalcular Ru = 1.4CM = 17.79 ton

1 : coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

qadm = R/areaArea = A*BA = coef *B

B = 87.22asumir B = 100.00

A = 87.22Asumir A = 100.00

Verificacion

qu = Ru/(A*B) qu = 1.93

qu = 1.93 qadm = 2.00

1.- DIMENSIONAMIENTO EN ELEVACIONa) Verificacion a corte por punzonamiento asumir d =

Vcu = 15.36

Ao = (a+d/2)*(b+d)bo = 2*(a+d/2)+2*(b+d)

Vc = 6.17

Vcu = 15.36 Vc = 6.17a) Verificacion a corte por flexion asumir d =

asumir =

B = (R/(qadm*coef ))

qu qadm

Vcu = 1.06*fc

Vc = (qu*(A*B - Ao))/(*bo*d)

Eje X :m = (A-b)/2 m = 30.00qx =qu*B qu = 192.59

My = 86665.86Vcu = 7.68

Vx=qx*(m-d) Vx = 2888.86Vc = 2.57

Vcu = 7.68 Vc = 2.57

Eje Y :n = (B-a)/2 n = 30.00qy =qu*A qy = 192.59

Mx = 86665.86Vcu = 7.68

Vy=qy*(n-d) Vy = 2888.86Vc = 2.57

Vcu = 7.68 Vc = 2.57

3.- TRANSFERENCIA DE ESFUERZOSfa =Ru/a*b fa = 12.04

fau = 124.95

fau = 124.95 fa = 12.04

h=d+r = 20.00 cm

4.- CALCULO DE REFUERZO DE ACERO POR FLEXION

Para M1=My= 86665.86 kg*cm

As1(cm2) =

As1min(cm2) =

As 1 requerido (cm2) = 3.60

asum = 12 Area = 1.13n barras = 4 Area Total = 4.52

Dispocision = 4 sep = 29

My= qx*(m/2)Vcu =0.53*fc

Vc =Vx/(*B*d)

Mx= qy*(n/2)Vcu =0.53*fc

Vc =Vy/(*A*d)

fau = 0.85**fc

As``1(cm2) =

Para M1=Mx= 86665.86 kg*cm

As1(cm2) =

As1min(cm2) =

As 1 requerido (cm2) = 3.60

asum = 12 Area = 1.13n barras = 4 Area Total = 4.52

Dispocision = 4 sep = 29

= 0.00 cm2

As3min = 0.0018*((A-B)/2)*h = 0.00 cm2

As 3 requerido (cm2) = 0.00

asum = 12 Area = 1.13n barras = 7 Area Total = 7.92

Dispocision = 7

4.- VERIFICACION POR ADHERENCIA

m-r (cm) = 25.00

= 19.34

= 28.73= 30.00

m - r = 25.00 > = ld = 30.00

n-r (cm) = 25.00

= 19.34

As`1(cm2) =As``1(cm2) =

As3 = As2-As1/2

= 28.73= 30.00

m - r = 25.00 > = ld = 30.00

12.71 ton2.51 ton

40.00 cm40.00 cm

: coeficiente que depende del tipo de de zapata que se quiere disear. =1 zapata cuadrada =1.5 zapata rectangular

cmcmcmcm

kg/cm2

No Verifica

15.00 cm

kg/cm2

kg/cm2

Verifca15.00 cm

cmkg/cm kg*cmkg/cm2kgkg/cm2

Verifca

cmkg/cm kg*cmkg/cm2kgkg/cm2

Verifca

kg/cm2kg/cm2

Verifca

1.55

1.55

3.60

cm2cm2

12cm

125.951.55

1.55

3.60

cm2cm2

12cm

cm2cm2

12

ld(cm) = 30.00

No Verifica

ld(cm) = 30.00

No Verifica

8029841522012031542521761481971772144