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Diseño de Zapatas Aisladas
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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
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