fundaciones de lindero con tensor

FUNDACION DE LINDERO CON TENSOR(Elaborada por el Ing. Gustavo Adolfo Dubuc Moreno. C.I.V.: 42.644)

NOTA:

PARA RESOLVER, SIEMPRE COLOCAR LA FUNDACION EN EL SENTIDO SEÑALADO

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DATOS: Ejemplo Libro Fratelli

250.00 3,500.00

2.60 Ø = 30.00

δ = 2/3*Ø = 20.00 tg δ = 0.3640

P (kg) = 78,000.00 Fmu = 1.5077

Pu (kg) = 117,600.60

bx (cm) = 50.00 by (cm) = 50.00 h1 (m) = 2.80

L (tensor) (m) = 4.00

h1 (m) ν1.15

1.20 1.20

1.30

36,000.00 Bx escogido = 120.00 cm

By = 300.00 cm By escogido = 300.00 cm

e x = (Bx-bx)/2 = 35.00 cm 3.27

Mu a-a = 2,401,012.25 kg*cm Mu b-b = 3,062,515.63 kg*cm

Mu eje momento máximo = 3,062,515.63 kg*cm

Adoptar d = 40.00 cm r = 10.00 cm

h= 50.00 cm

Verificación a Corte:

8.38 kg/cm2

v u 1-1 = 2.88 kg/cm2 v u 2-2 = 8.17 kg/cm2

NOTA: Si no cumple adoptar otro " d "

Verificación a Punzonado:

16.76 kg/cm2

box = 70.00 cm boy = 90.00 cm

97,020.50 kg

v u = 12.41 kg/cm2 < 16.76 kg/cm2 O.K.


F'c(kg/cm2)= FY(kg/cm2)=

Rs(kg/cm2)=

Tabla de Valores ν :

h1 ≤ 1.50 m

1.5 < h1 ≤ 3.00 m ν Escogido =

3.00 < h1 ≤ 5.00 m

Bx*By = ν * P / Rs = cm2

Rsu (kg/cm2) =

vu ≤ vc adm = 0.53*(F´c)^0.50 =

vu ≤ vc adm = 1.06*(F´c)^0.50 =

Vu = Pu - Rsu(box*boy) =

Acero en Fundación Perpendicular al Eje de Momento Menor:

Mu eje momento menor = 2,401,012.25 kg*cm

As menor = Mu menor / (0.90*0.90*Fy*(d-2))

As menor = 22.29 cm2 As menor / B perpendicular = 7.43 cm2/m

As min = 0.002*100*h = 10.00 cm2

As escogido = 10.00 cm2

Ø escogido = 0.50 Pulg Sep. = 12.67 cm

Sep. Escogida= 12.50 cm

Acero en Fundación Perpendicular al Eje de Momento Mayor:

Mu eje momento mayor = 3,062,515.63 kg*cm

As mayor = Mu mayor / (0.90*0.90*Fy*d)

As mayor = 27.01 cm2 As mayor / B perpendicular = 22.51 cm2/m

As min = 0.002*100*h = 10.00 cm2




Diseño del Tensor:

M volc. = P*ex = 2,730,000.00 kg*cm H = M volc. / h1 = 9,750.00 kg

28,389.68 kg O.K.

10.28 kg/cm2 0.015

8.80

n escogido = 9.00 Por Norma

777.66 kg/cm2 ≤ Fy / 2 = 1,750.00 kg/cm2

Acero Tensor = Ast = H / fs = 12.54 cm2

Ø escogido = 0.88 Pulg Nº cabillas = 3.23

N escogido = 4.00 AsT = 15.52 cm2

835.84 cm2 Tx*Ty = 28.91 cm

Tx escogido = 30.00 cm Ty escogido = 30.00 cm

0.0172 ≈ 0.015, asumido

0.15 cm

Verificar Pedestal a Flexo-Compresión:

Para: Muc = Hu*h1´ = Pu*ex*h1´/h1 = Pu = 117,600.60 kgMuc = 33,810.17 kg*m

bx (cm) = 50.00 by (cm) = 50.00

H < P*tgδ P*tgδ =

fct < 0.65*(F´c)^0.50 = Se adopta ρ =

n = Es / Ec = 2.1*10^6 / 15100*(F´C)^0.50 =

fs = fct*(1+n*ρ) / ρ =

Estribos = máximo Ø 3/8" @ 30 cm

Area concreto Tensor ≥ H*(1/fct - n/fs) =

Nota: Recalculando ρ = As / Ac ≥ 0.01 ρ =

Alargamiento del Tensor = ∆L = Ɛs*L = fs*L / Es =

FUNDACION DE LINDERO DOBLE CON TENSORES(Elaborada por el Ing. Gustavo Adolfo Dubuc Moreno. C.I.V.: 42.644)

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DATOS: EJE: A6 - AUDITORIUM IGLESIA

210.00 4,200.00

4.00 Ø = 30.00

δ = 2/3*Ø = 20.00 tg δ = 0.3640

P (kg), (Pm + Pv) = 42,603.33 Fmu = 1.5000

Pu (kg) = 63,905.00

bx (cm) = 60.00 by (cm) = 60.00 h1 (m) = 1.50

L1(tensor) (m) = 2.59 L2(tensor) (m) = 3.87

h1 (m) ν1.15

1.20 1.15

1.30110.67

12,248.46 Bx escogido = 115.00 cm(Ver Anexo)


e = (Ver Anexo) 38.89 cm 4.83

Mu a-a = 840,489.67 kg*cm Mu b-b = 840,489.67 kg*cm

Mu eje momento máximo = 840,489.67 kg*cm

Adoptar d = 27.50 cm r = 7.50 cm

h= 35.00 cm


7.68 kg/cm2

v u 1-1 = 5.68 kg/cm2 v u 2-2 = 5.68 kg/cm2



15.36 kg/cm2

box = 73.75 cm boy = 73.75 cm

37,622.71 kg

v u = 10.91 kg/cm2 < 15.36 kg/cm2 O.K.



Rs(kg/cm2)=


h1 ≤ 1.50 m

1.5 < h1 ≤ 3.00 m ν Escogido =

3.00 < h1 ≤ 5.00 mBx*By ≈


Rsu (kg/cm2) =

vu ≤ vc adm = 0.53*(F´c)^0.50 =

vu ≤ vc adm = 1.06*(F´c)^0.50 =


Acero en Fundación Perpendicular al Eje a-a:

Mu eje a-a = 840,489.67 kg*cm

As a-a = Mu a-a / (0.90*0.90*Fy*d)

As menor = 8.98 cm2 As a-a / By= 7.81 cm2/m

As min = 0.002*100*h = 7.00 cm2




Acero en Fundación Perpendicular al Eje b-b:

Mu eje b-b = 840,489.67 kg*cm

As b-b = Mu b-b / (0.90*0.90*Fy*d)

As b-b = 8.98 cm2 As b-b / Bx = 7.81 cm2/m

As min = 0.002*100*h = 7.00 cm2




Diseño de los Tensores, (Son Dos), (para H1 = H2) :

M volc. = P*e = 1,656,843.63 kg*cm H = M volc. / h1 = 11,045.62 kg

7,810.44 kg

15,506.35 kg O.K. NOTA: Si no cumple cambiar seccion pedestal,para disminuir excentricidad, o

9.42 kg/cm2 0.015 profundizar la fundación.

9.60


722.15 kg/cm2 ≤ Fy / 2 = 2,100.00 kg/cm2

Acero Tensores = Ast1 = H1 / fs = 10.82 cm2 = Ast2 = H2 / fs


N escogido = 6.00 As = 11.88 cm2

721.03 cm2 Tx*Ty = 26.85 cm Ac1 = Ac2


0.0132 ≈ 0.015, asumido

0.09 cm

0.13 cm



bx (cm) = 60.00 by (cm) = 60.00

H1 ≈ H2 ≈ H*cos (45o) =

H < P*tgδ P*tgδ =

fct < 0.65*(F´c)^0.50 = Se adopta ρ =

n = Es / Ec = 2.1*10^6 / 15100*(F´C)^0.50 =

fs = fct*(1+n*ρ) / ρ =


Area conc. Tensor 1 ≥ H1*(1/fct - n/fs) =


Alargamiento del Tensor = ∆L1 = Ɛs*L1 = fs*L1 / Es =



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DATOS: EJE: B1 - AUDITORIUM IGLESIA

210.00 4,200.00

4.00 Ø = 30.00

δ = 2/3*Ø = 20.00 tg δ = 0.3640

P (kg), (Pm + Pv) = 91,586.67 Fmu = 1.5000

Pu (kg) = 137,380.00

bx (cm) = 60.00 by (cm) = 60.00 h1 (m) = 1.50


h1 (m) ν1.15

1.20 1.15

1.30162.27



e = (Ver Anexo) 65.76 cm 5.05




h= 55.00 cm


7.68 kg/cm2

v u 1-1 = 7.19 kg/cm2 v u 2-2 = 7.19 kg/cm2



15.36 kg/cm2

box = 83.75 cm boy = 83.75 cm

101,986.36 kg

v u = 15.08 kg/cm2 < 15.36 kg/cm2 O.K.



Rs(kg/cm2)=


h1 ≤ 1.50 m

1.5 < h1 ≤ 3.00 m ν Escogido =

3.00 < h1 ≤ 5.00 mBx*By ≈


Rsu (kg/cm2) =

vu ≤ vc adm = 0.53*(F´c)^0.50 =

vu ≤ vc adm = 1.06*(F´c)^0.50 =



Mu eje a-a = 4,589,740.91 kg*cm

As a-a = Mu a-a / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 11.00 cm2





Mu eje b-b = 4,589,740.91 kg*cm

As b-b = Mu b-b / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 11.00 cm2






28,391.46 kg



9.60


722.15 kg/cm2 ≤ Fy / 2 = 2,100.00 kg/cm2



N escogido = 12.00 As = 34.20 cm2

2,621.00 cm2 Tx*Ty = 51.20 cm Ac1 = Ac2


0.0137 ≈ 0.015, asumido

0.16 cm

0.13 cm



bx (cm) = 60.00 by (cm) = 60.00

H1 ≈ H2 ≈ H*cos (45o) =

H < P*tgδ P*tgδ =

fct < 0.65*(F´c)^0.50 = Se adopta ρ =

n = Es / Ec = 2.1*10^6 / 15100*(F´C)^0.50 =

fs = fct*(1+n*ρ) / ρ =







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DATOS: EJE: D1 - AUDITORIUM IGLESIA

210.00 4,200.00

4.00 Ø = 30.00

δ = 2/3*Ø = 20.00 tg δ = 0.3640

P (kg), (Pm + Pv) = 86,714.67 Fmu = 1.5000

Pu (kg) = 130,072.00

bx (cm) = 120.00 by (cm) = 60.00 h1 (m) = 1.50


h1 (m) ν1.15

1.20 1.15

1.30157.89



e = (Ver Anexo) 53.03 cm 4.94




h= 40.00 cm


7.68 kg/cm2

v u 1-1 = 7.60 kg/cm2 v u 2-2 = 7.60 kg/cm2



15.36 kg/cm2

box = 136.25 cm boy = 76.25 cm

78,739.57 kg

v u = 13.41 kg/cm2 < 15.36 kg/cm2 O.K.



Rs(kg/cm2)=


h1 ≤ 1.50 m

1.5 < h1 ≤ 3.00 m ν Escogido =

3.00 < h1 ≤ 5.00 mBx*By ≈


Rsu (kg/cm2) =

vu ≤ vc adm = 0.53*(F´c)^0.50 =

vu ≤ vc adm = 1.06*(F´c)^0.50 =



Mu eje a-a = 1,876,038.46 kg*cm

As a-a = Mu a-a / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 8.00 cm2





Mu eje b-b = 2,709,833.33 kg*cm

As b-b = Mu b-b / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 8.00 cm2






21,677.44 kg



9.60


722.15 kg/cm2 ≤ Fy / 2 = 2,100.00 kg/cm2



N escogido = 12.00 As = 34.20 cm2

2,001.18 cm2 Tx*Ty = 44.73 cm Ac1 = Ac2


0.0169 ≈ 0.015, asumido

0.16 cm

0.13 cm



bx (cm) = 120.00 by (cm) = 60.00

H1 ≈ H2 ≈ H*cos (45o) =

H < P*tgδ P*tgδ =

fct < 0.65*(F´c)^0.50 = Se adopta ρ =

n = Es / Ec = 2.1*10^6 / 15100*(F´C)^0.50 =

fs = fct*(1+n*ρ) / ρ =







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DATOS: EJE: A7 - AUDITORIUM IGLESIA

210.00 4,200.00

4.00 Ø = 30.00

δ = 2/3*Ø = 20.00 tg δ = 0.3640

P (kg) = 58,544.67 Fmu = 1.5000

Pu (kg) = 87,817.00

bx (cm) = 60.00 by (cm) = 60.00 h1 (m) = 1.50

L (tensor) (m) = 2.59

h1 (m) ν1.15

1.20 1.15

1.30



e x = (Bx-bx)/2 = 25.00 cm 5.15


Mu momento máximo = 997,920.45 kg*cm


h= 30.00 cm


7.68 kg/cm2

v u 1-1 = 7.41 kg/cm2 v u 2-2 = 6.73 kg/cm2



15.36 kg/cm2

box = 71.25 cm boy = 82.50 cm

57,541.38 kg

v u = 13.37 kg/cm2 < 15.36 kg/cm2 O.K.



Rs(kg/cm2)=


h1 ≤ 1.50 m

1.5 < h1 ≤ 3.00 m ν Escogido =

3.00 < h1 ≤ 5.00 m


Rsu (kg/cm2) =

vu ≤ vc adm = 0.53*(F´c)^0.50 =

vu ≤ vc adm = 1.06*(F´c)^0.50 =



Mu a-a = 997,920.45 kg*cm

As a-a = Mu a-a / (0.90*0.90*Fy*d)

As a-a = 13.04 cm2 As a-a / By= 8.41 cm2/m

As min = 0.002*100*h = 6.00 cm2





Mu b-b = 639,151.96 kg*cm

As b-b = Mu b-b / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 6.00 cm2




Diseño del Tensor:


21,308.52 kg O.K.

9.42 kg/cm2 0.015

9.60


722.15 kg/cm2 ≤ Fy / 2 = 2,100.00 kg/cm2




900.77 cm2 Tx*Ty = 30.01 cm


0.0129 ≈ 0.015, asumido

0.09 cm



bx (cm) = 60.00 by (cm) = 60.00

H < P*tgδ P*tgδ =

fct < 0.65*(F´c)^0.50 = Se adopta ρ =

n = Es / Ec = 2.1*10^6 / 15100*(F´C)^0.50 =

fs = fct*(1+n*ρ) / ρ =






NOTA:


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DATOS: EJE: C8 - AUDITORIUM IGLESIA

210.00 4,200.00

4.00 Ø = 30.00

δ = 2/3*Ø = 20.00 tg δ = 0.3640

P (kg) = 109,469.33 Fmu = 1.5000

Pu (kg) = 164,204.00

bx (cm) = 50.00 by (cm) = 110.00 h1 (m) = 1.50

L (tensor) (m) = 2.59

h1 (m) ν1.15

1.20 1.15

1.30



e x = (Bx-bx)/2 = 37.50 cm 5.15


Mu momento máximo = 3,694,590.00 kg*cm


h= 45.00 cm


7.68 kg/cm2

v u 1-1 = 6.06 kg/cm2 v u 2-2 = 5.66 kg/cm2



15.36 kg/cm2

box = 68.75 cm boy = 147.50 cm

111,964.59 kg

v u = 12.32 kg/cm2 < 15.36 kg/cm2 O.K.



Rs(kg/cm2)=


h1 ≤ 1.50 m

1.5 < h1 ≤ 3.00 m ν Escogido =

3.00 < h1 ≤ 5.00 m


Rsu (kg/cm2) =

vu ≤ vc adm = 0.53*(F´c)^0.50 =

vu ≤ vc adm = 1.06*(F´c)^0.50 =



Mu a-a = 3,694,590.00 kg*cm

As a-a = Mu a-a / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 9.00 cm2





Mu b-b = 1,692,347.60 kg*cm

As b-b = Mu b-b / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 9.00 cm2




Diseño del Tensor:


39,843.58 kg O.K.

9.42 kg/cm2 0.015

9.60


722.15 kg/cm2 ≤ Fy / 2 = 2,100.00 kg/cm2




2,526.46 cm2 Tx*Ty = 50.26 cm


0.0160 ≈ 0.015, asumido

0.09 cm



bx (cm) = 50.00 by (cm) = 110.00

H < P*tgδ P*tgδ =

fct < 0.65*(F´c)^0.50 = Se adopta ρ =

n = Es / Ec = 2.1*10^6 / 15100*(F´C)^0.50 =

fs = fct*(1+n*ρ) / ρ =






h

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h1

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DATOS: EJE: B8 - AUDITORIUM IGLESIA

210.00 4,200.00

4.00 Ø = 30.00

δ = 2/3*Ø = 20.00 tg δ = 0.3640

P (kg) = 52,898.00 Fmu = 1.5000

Pu (kg) = 79,347.00

bx (cm) = 60.00 by (cm) = 60.00 h1 (m) = 1.50

L (tensor) (m) = 3.87

h1 (m) ν1.15

1.20 1.15

1.30



e x = (Bx-bx)/2 = 22.50 cm 5.21


Mu momento máximo = 765,131.79 kg*cm


h= 30.00 cm


7.68 kg/cm2

v u 1-1 = 6.13 kg/cm2 v u 2-2 = 5.45 kg/cm2



15.36 kg/cm2

box = 71.25 cm boy = 82.50 cm

48,712.41 kg

v u = 11.32 kg/cm2 < 15.36 kg/cm2 O.K.



Rs(kg/cm2)=


h1 ≤ 1.50 m

1.5 < h1 ≤ 3.00 m ν Escogido =

3.00 < h1 ≤ 5.00 m


Rsu (kg/cm2) =

vu ≤ vc adm = 0.53*(F´c)^0.50 =

vu ≤ vc adm = 1.06*(F´c)^0.50 =



Mu a-a = 765,131.79 kg*cm

As a-a = Mu a-a / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 6.00 cm2





Mu b-b = 494,208.69 kg*cm

As b-b = Mu b-b / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 6.00 cm2




Diseño del Tensor:


19,253.30 kg O.K.

9.42 kg/cm2 0.015

9.60


722.15 kg/cm2 ≤ Fy / 2 = 2,100.00 kg/cm2




732.50 cm2 Tx*Ty = 27.06 cm


0.0132 ≈ 0.015, asumido

0.13 cm



bx (cm) = 60.00 by (cm) = 60.00

H < P*tgδ P*tgδ =

fct < 0.65*(F´c)^0.50 = Se adopta ρ =

n = Es / Ec = 2.1*10^6 / 15100*(F´C)^0.50 =

fs = fct*(1+n*ρ) / ρ =






h

Bx

h1

Ty

bx

P

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R

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Muc

h1´

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Byby

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1Bx

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bx+d/2

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ex

Bx

Byby

bx

Falla por Corte

bb

22

d

a

a

1

d

1Bx

By

bx

by

Falla por Punzonado

by+d

d/2

d/2

d/2

bx+d/2

DATOS: EJE: D" - AUDITORIUM IGLESIA

210.00 4,200.00

4.00 Ø = 30.00

δ = 2/3*Ø = 20.00 tg δ = 0.3640

P (kg) = 123,000.00 Fmu = 1.5000

Pu (kg) = 184,500.00

bx (cm) = 50.00 by (cm) = 110.00 h1 (m) = 1.50

L (tensor) (m) = 4.61

h1 (m) ν1.15

1.20 1.15

1.30



e x = (Bx-bx)/2 = 42.50 cm 5.06




h= 45.00 cm


7.68 kg/cm2

v u 1-1 = 7.54 kg/cm2 v u 2-2 = 6.75 kg/cm2



15.36 kg/cm2

box = 68.75 cm boy = 147.50 cm

133,170.91 kg

v u = 14.66 kg/cm2 < 15.36 kg/cm2 O.K.



Rs(kg/cm2)=


h1 ≤ 1.50 m

1.5 < h1 ≤ 3.00 m ν Escogido =

3.00 < h1 ≤ 5.00 m


Rsu (kg/cm2) =

vu ≤ vc adm = 0.53*(F´c)^0.50 =

vu ≤ vc adm = 1.06*(F´c)^0.50 =



Mu a-a = 4,937,083.33 kg*cm

As a-a = Mu a-a / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 9.00 cm2





Mu b-b = 2,186,666.67 kg*cm

As b-b = Mu b-b / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 9.00 cm2




Diseño del Tensor:


44,768.34 kg O.K.

9.42 kg/cm2 0.015

9.60


722.15 kg/cm2 ≤ Fy / 2 = 2,100.00 kg/cm2




3,217.23 cm2 Tx*Ty = 56.72 cm


0.0143 ≈ 0.015, asumido

0.16 cm



bx (cm) = 50.00 by (cm) = 110.00

H < P*tgδ P*tgδ =

fct < 0.65*(F´c)^0.50 = Se adopta ρ =

n = Es / Ec = 2.1*10^6 / 15100*(F´C)^0.50 =

fs = fct*(1+n*ρ) / ρ =






h

Bx

h1

Ty

bx

P

H

R

H

Muc

h1´

ex

Bx

Byby

bx

Falla por Corte

bb

22

d

a

a

1

d

1Bx

By

bx

by

Falla por Punzonado

by+d

d/2

d/2

d/2

bx+d/2

h

Bx

h1

Ty

bx

P

H

R

H

Muc

h1´

ex

Bx

Byby

bx

Falla por Corte

bb

22

d

a

a

1

d

1Bx

By

bx

by

Falla por Punzonado

by+d

d/2

d/2

d/2

bx+d/2

DATOS: EJE: D" - AUDITORIUM IGLESIA

210.00 4,200.00

4.00 Ø = 30.00

δ = 2/3*Ø = 20.00 tg δ = 0.3640

P (kg) = 135,513.33 Fmu = 1.5000

Pu (kg) = 203,270.00

bx (cm) = 110.00 by (cm) = 50.00 h1 (m) = 1.50

L (tensor) (m) = 4.61

h1 (m) ν1.15

1.20 1.15

1.30



e x = (Bx-bx)/2 = 40.00 cm 5.09




h= 45.00 cm


7.68 kg/cm2

v u 1-1 = 6.79 kg/cm2 v u 2-2 = 6.79 kg/cm2



15.36 kg/cm2

box = 128.75 cm boy = 87.50 cm

145,877.43 kg

v u = 13.27 kg/cm2 < 15.36 kg/cm2 O.K.



Rs(kg/cm2)=


h1 ≤ 1.50 m

1.5 < h1 ≤ 3.00 m ν Escogido =

3.00 < h1 ≤ 5.00 m


Rsu (kg/cm2) =

vu ≤ vc adm = 0.53*(F´c)^0.50 =

vu ≤ vc adm = 1.06*(F´c)^0.50 =



Mu a-a = 3,423,494.74 kg*cm

As a-a = Mu a-a / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 9.00 cm2





Mu b-b = 3,097,447.62 kg*cm

As b-b = Mu b-b / (0.90*0.90*Fy*d)


As min = 0.002*100*h = 9.00 cm2




Diseño del Tensor:


49,322.82 kg O.K.

9.42 kg/cm2 0.015

9.60


722.15 kg/cm2 ≤ Fy / 2 = 2,100.00 kg/cm2




3,336.03 cm2 Tx*Ty = 57.76 cm


0.0143 ≈ 0.015, asumido

0.16 cm



bx (cm) = 110.00 by (cm) = 50.00

H < P*tgδ P*tgδ =

fct < 0.65*(F´c)^0.50 = Se adopta ρ =

n = Es / Ec = 2.1*10^6 / 15100*(F´C)^0.50 =

fs = fct*(1+n*ρ) / ρ =





fundaciones de lindero con tensor

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