106933593 diseno muro armado

7/26/2019 106933593 Diseno Muro Armado

1/50

DISEO MUROS DE CONCRETO ARMADOH = 7.10 M

1. DATOS DE ENTRADA

DIMENSIONAMIENTO PLANTEADO DEBIDO A RESTRICCIONES

DEL TERRENO EN AMBOS LADOSg1 = 1.80 tn/m

3g2 = 1.80 tn/m3

f1 = 32 f2 = 32

ssuelo = 0.80 kg/cm2

Ka = 0.30

Kp = 3.00

= 0.45

hz (altura de zapata) = 1.00 m Espesor de Muro

B1 (Externa) = 1.8 m t1 (sup) = 0.30 m

B2 (central) = 0.70 m t2 (inf) = 0.70 m

B3 (interna) = 0.65 m

L : Ancho de Zapata = 3.15 m

R1 (Altura de relleno 1) = 1.70 m H pantalla = 7.10 m

R2 (Altura de relleno 2) = 7.10 m

f'c = 210 kg/cm2

gconcreto = 2.40 tn/m3

fy = 4200 kg/cm3

S/C = 0.30 tn/m2

2. ANALISIS POR CADA METRO DE LONGITUD

W s/c = 0.30 300 = 90 kg/m

E s/c = 90 8.10 = 729 kg

M s/c = 729 4.05 = 2952.45 kg.m

Ka

Wa = 0.30 1800 8.1 4374 kg/m

Ea = 4374 4.05 17714.7 kg

Ma = 17714.7 2.7 47829.69 kg.m

Kp

Wp = 3.00 1800.00 2.70 = 14580 kg/m

Ep = 14580 1.35 = 19683 kg

Mp = 19683 0.9 = 17714.7 kg.m

3. VERIFICACIONES

VERIFICACION DE ESTABILIDAD

Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)

1 0.65 7.1 1800 8,307.00 2.83 23,467.28

2 0.7 7.1 2400 11,928.00 2.15 25,645.20

3 1.8 1.7 1800 5,508.00 0.90 4,957.20

4 3.15 1 2400 7,560.00 1.58 11,907.00

5 1.8 300 540.00 2.83 1,525.50anc o

6 0.3 0.4 7.10 2400 2,044.80 1.65 3,373.92

columnas extremas

35,887.80 70,876.10

VERIFICACION POR DESP LAZAMIENTO

Factu = Es/c + E a 18443.7 Kg

Fres = Ep+u x Cargas 35,832.51 Kg

Fsd = 1.94 > 1.50 CORRECTO

VERIFICACION POR VOLTEO

Datos de Suelo

Datos de muro


2/50

Mact = M s/c + Ma 50,782.14 kg.m

Mres = Mp + Momentos 88,590.80 kg.m

Fsv = 1.74 > 1.50 CORRECTO

PRESION DEL TERRENO

= 35887.8 = 17032.26667

P = 35,887.80 kg 2 1.05

MO = Mres-Mact 37,808.66 kg.m 1.703226667

d = Mo/P 1.054 m

e = B/2 - d 0.521 m

B/6 = 0.525 m > 0.521 CORRECTO

4. DISEO POR CONCRETO ARMADO

4.1 DISEO DE PANTALLA

kp

wu = 1.8 0.30 1800 7.1 = 6,901.20 kg/m

Vu = 6901.20 3.55 = 24,499.26 Kg

Mu = 24499.26 2.36666667 = 57,981.58

d VuVc = 0.85 0.53 14.4913767 100 65 = 42,434.37 > 24,499.26 CORRECTO

b x d = 100 x 65

Calculo del acero en pantalla

Datos Momentos en tn.mh (cm): 70.00

r (cm): 5

d (cm): 65

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 57.981582

f: 0.9 As (cm2) 24.70

fy (Kg/cm2): 4200

1" @ 0.30 m + BASTONES DE 5 /8" @ 30 Acero colocado: 26.25 cm2

r= As = 0.0040 > rmin= 0.0018 OK!

bd

Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.3 = 5.4 cm2 / m

parte inferior = 0.0018 x 100 x 0.7 = 12.6 cm2 / m

Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene

Ka =tg2( 45 - 32/2 ) = 0.307

hc = 1.4

Lc = 2.05 m

Lc = hc + d usar Lc = 2.1 m

Lc : tambien 1/3 H pantalla Utilizado = 2.40 m

Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 30 = 5.4 cm2 / m

2/3 As

1/3As 3.6 f1/2" @ 0.30 m

P

MMresBe

act

=

2

=st

A3

2

3

max )5(7.16

2/c

sahxx

KM

=

g

v

h

aK

s

sf=

=2

45tan2


3/50

1.8

Intermedio: = 0.0018 x 100 x 50 = 9 cm2 / m

6

3

Abajo: = 0.0018 x 100 x 70 = 12.6 cm2 / m

8.4

4.2

Acero de montaje: 36f = 36 x 1.91 = 68.76 < S Smax = 30 cm

4.1 DISEO DE ZAPATA

DISEO DE LA PUNTA

=

wu = 1.67 17032.27 = 28443.88534 kg

Mu = 28443.88534 1.62 = 46079.09 kg.m

Vu = Wu ( B3-d) = 25599.50 kg

Vc = 0.85 0.53 14.4913767 100 90 = 58,755.29 > 25,599.50 CORRECTO

b x d = 100 x 90


r (cm): 10

d (cm): 90

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 46.08

f: 0.9 As (cm2) 13.79

fy (Kg/cm2): 4200

Se coloca acero en doble malla :

Acero colocado : f 5/8" @ 0.25 m en doble malla

DISEO DEL TALON

Wu = 1.5 x hz x + 1.8 x x R1 = 26604 Kg/m

Vu = Wu ( B3-d) = -6651 kg

Vc = 0.85 0.53 14.4913767 100 90 = 58,755.29 > -6,651.00 CORRECTO

b x d = 100 x 90

Mu = Wu x B3xB3/ 2 = 5620.095


r (cm): 10

d (cm): 90

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 5.62

f: 0.9 As (cm2) 1.66

fy (Kg/cm2): 4200

Asmin zapata : 0.0018 100 100.00 = 18 cm2

En cada cara : 9 cm2 =

Refuerzo transversal

As temp = 0.0018 x 100 x 100 = 18

En cada cara 9

f3/8" @ 0.25 m

f5/8" @ 0.25 cm

f1/2" @ 0.30 m

f3/4" @ 0.30 m

f 5/8" @ 0.25 m

f5/8" @ 0.30 m

f3/8" @ 0.30 m

f1/2" @ 0.25 m

=st

A3

1

=st

A3

2

=st

A3

1

=stA32

=st

A3

1


4/50


1. DATOS DE ENTRADA DIMENSIONAMIENTO PLANTEADO DEBIDO A

RESTRICCIONES DEL TERRENO EN AMBOS LADOS

g1 = 1.80 tn/m3

g2 = 1.80 tn/m3

f1 = 32 f2 = 32


Ka = 0.30

Kp = 3.00

= 0.45


B1 (Externa) = 1.8 m t1 (sup) = 0.30 m

B2 (central) = 0.55 m t2 (inf) = 0.55 m





f'c = 210 kg/cm2


fy = 4200 kg/cm3

S/C = 0.30 tn/m2


W s/c = 0.30 300 = 90 kg/m

E s/c = 90 7.50 = 675 kg

M s/c = 675 3.75 = 2531.25 kg.m

Ka

Wa = 0.30 1800 7.5 4050 kg/m

Ea = 4050 3.75 15187.5 kg

Ma = 15187.5 2.5 37968.75 kg.m

Kp

Wp = 3.00 1800.00 2.70 = 14580 kg/m

Ep = 14580 1.35 = 19683 kg

Mp = 19683 0.9 = 17714.7 kg.m

3. VERIFICACIONES



1 0.5 6.5 1800 5850 2.6 15210

2 0.55 6.5 2400 8580 2.075 17803.5

3 1.8 1.7 1800 5508 0.9 4957.2

4 2.85 1 2400 6840 1.425 9747

5 1.8 300 540 2.60 1404

27318 49121.7

VERIFICACION POR DES PLAZAMIENTO




Datos de Suelo

Datos de muro


5/50


Mact = M s/c + Ma 40,500.00 kg.m



PRESION DEL TERRENO

= 27318 = 14168.09291

P = 27,318.00 kg 2 0.96

MO = Mres-Mact 26,336.40 kg.m 1.416809291

d = Mo/P 0.964 m

e = B/2 - d 0.461 m

B/6 = 0.475 m > 0.461 CORRECTO



kp

wu = 1.8 0.30 1800 6.5 = 6,318.00 kg/m

Vu = 6318.00 3.25 = 20,533.50 Kg

Mu = 20533.5 2.16666667 = 44,489.25

d Vu

Vc = 0.85 0.53 14.4913767 100 50 = 32,641.83 > 20,533.50 CORRECTO

b x d = 100 x 50



r (cm): 5

d (cm): 50

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 44.48925

f: 0.9 As (cm2) 25.01

fy (Kg/cm2): 4200

1" @ 0.30 m + BASTONES DE 5 /8" @ 30 Acero co locado: 26.25 cm2

r= As = 0.0053 > rmin= 0.0018 OK!bd




Ka =tg2( 45 - 32/2 ) = 0.307

hc = 1.282

Lc = 1.78 m




2/3 As

1/3As 3.6 f1/2" @ 0.30 m

P

MMresBe

act

=

2

=A2

3

max )5(7.16

2/c

sahxx

KM

=

g

v

h

aK

s

sf=

=2

45tan2


6/50

1.8

Intermedio: = 0.0018 x 100 x 42.5 = 7.65 cm2 / m

5.1

2.55

Abajo: = 0.0018 x 100 x 55 = 9.9 cm2 / m

6.6

3.3

Acero de montaje: 36f = 36 x 1.91= 68.76 < S Smax = 30 cm

4.1 DISEO DE ZAPATA

DISEO DE LA PUNTA

=

wu = 1.67 14168.09 = 23660.71515 kg

Mu = 23660.71515 1.62 = 38330.36 kg.m

Vu = Wu ( B3-d) = 21294.64 kg

Vc = 0.85 0.53 14.4913767 100 90 = 58,755.29 > 21,294.64 CORRECTO

b x d = 100 x 90


r (cm): 10

d (cm): 90

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 38.33

f: 0.9 As (cm2) 11.44

fy (Kg/cm2): 4200



DISEO DEL TALON

Wu = 1.5 x hz x + 1.8 x x R1 = 24660 Kg/m

Vu = Wu ( B3-d) = -9864 kg

Vc = 0.85 0.53 14.4913767 100 90 = 58,755.29 > -9,864.00 CORRECTO

b x d = 100 x 90

Mu = Wu x B3xB3/ 2 = 3082.5


r (cm): 10

d (cm): 90

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 3.0825

f: 0.9 As (cm2) 0.91

fy (Kg/cm2): 4200

Asmin zapata : 0.0018 100 100.00 = 18 cm2

En cada cara : 9 cm2 =


As temp = 0.0018 x 100 x 100 = 18

En cada cara 9

f3/8" @ 0.30 m

f1/2" @ 0.25 m

f3/8" @ 0.25 m

f5/8" @ 0.25 cm

f1/2" @ 0.30 m

f3/4" @ 0.30 m

f 5/8" @ 0.25 m

f5/8" @ 0.30 m

st

3

=st

A3

1

=st

A3

2

=st

A3

1

=st

A3

2

=st

A3

1


7/50




g1 = 1.80 tn/m3

g2 = 1.80 tn/m3

f1 = 32 f2 = 32


Ka = 0.30

Kp = 3.00

= 0.45


B1 (Externa) = 1.8 m t1 (sup) = 0.30 m

B2 (central) = 0.45 m t2 (inf) = 0.45 m





f'c = 210 kg/cm2


fy = 4200 kg/cm3

S/C = 0.30 tn/m2


W s/c = 0.30 300 = 90 kg/m

E s/c = 90 5.90 = 531 kg

M s/c = 531 2.95 = 1566.45 kg.m

Ka

Wa = 0.30 1800 5.9 3186 kg/m

Ea = 3186 2.95 9398.7 kg

Ma = 9398.7 1.96666667 18484.11 kg.m

Kp

Wp = 3.00 1800.00 2.50 = 13500 kg/m

Ep = 13500 1.25 = 16875 kg

Mp = 16875 0.83333333 = 14062.5 kg.m

3. VERIFICACIONES



1 0.5 5.1 1800 4590 2.5 11475

2 0.45 5.1 2400 5508 2.025 11153.7

3 1.8 1.7 1800 5508 0.9 4957.2

4 2.75 0.8 2400 5280 1.375 7260

5 1.8 300 540 2.50 1350

21426 36195.9

VERIFICACION POR DE SPLAZAMIENTO




Datos de Suelo

Datos de muro


8/50


Mact = M s/c + Ma 20,050.56 kg.m



PRESION DEL TERRENO

= 21426 = 7598.581626

P = 21,426.00 kg 2 1.41

MO = Mres-Mact 30,207.84 kg.m 0.759858163

d = Mo/P 1.410 m

e = B/2 - d -0.035 m

B/6 = 0.45833333 m > -0.035 CORRECTO



kp

wu = 1.8 0.30 1800 5.1 = 4,957.20 kg/m

Vu = 4957.20 2.55 = 12,640.86 Kg

Mu = 12640.86 1.7 = 21,489.46

d Vu

Vc = 0.85 0.53 14.4913767 100 40 = 26,113.46 > 12,640.86 CORRECTO

b x d = 100 x 40



r (cm): 5

d (cm): 40

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 21.49

f: 0.9 As (cm2) 14.86

fy (Kg/cm2): 4200

3/4" @ 0.30 m + BASTONES DE 5/8" @ 30 Acero colocado: 17.45 cm2

r= As = 0.0044 > rmin= 0.0018 OK!bd




Ka =tg2( 45 - 32/2 ) = 0.307

hc = 1.006

Lc = 1.41 m




2/3 As

1/3As 3.6 f1/2" @ 0.30 m

P

MMresBe

act

=

2

2

3

max )5(7.16

2/c

sahxx

KM

=

g

v

h

aK

s

sf=

=2

45tan2


9/50

1.8

Intermedio: = 0.0018 x 100 x 37.5 = 6.75 cm2 / m

4.5

2.25

Abajo: = 0.0018 x 100 x 45 = 8.1 cm2 / m

5.4

2.7

Acero de montaje: 36f = 36 x 1.59 = 57.24 < S

4.1 DISEO DE ZAPATA

DISEO DE LA PUNTA

=

wu = 1.67 7598.58 = 12689.63132 kg

Mu = 12689.63132 1.62 = 20557.20 kg.m

Vu = Wu ( B3-d) = 13958.59 kg

Vc = 0.85 0.53 14.4913767 100 70 = 45,698.56 > 13,958.59 CORRECTO

b x d = 100 x 70


r (cm): 10

d (cm): 70

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 20.56

f: 0.9 As (cm2) 7.87

fy (Kg/cm2): 4200



DISEO DEL TALON

Wu = 1.5 x hz x + 1.8 x x R1 = 19404 Kg/m

Vu = Wu ( B3-d) = -3880.8 kg

Vc = 0.85 0.53 14.4913767 100 70 = 45,698.56 > -3,880.80 CORRECTO

b x d = 100 x 70

Mu = Wu x B3xB3/ 2 = 2425.5


r (cm): 10

d (cm): 70

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 2.4255

f: 0.9 As (cm2) 0.92

fy (Kg/cm2): 4200

Asmin zapata : 0.0018 100 80.00 = 14.4 cm2

En cada cara : 7.2 cm2 =


As temp = 0.0018 x 100 x 80 = 14.4

En cada cara 7.2

f3/8" @ 0.25 m

f5/8" @ 0.25 cm

f1/2" @ 0.30 m

f5/8" @ 0.25m

f 5/8" @ 0.30m

f5/8" @ 0.30 m

f3/8" @ 0.30 m

f1/2" @ 0.25 m

=st

A3

=st

A3

1

=st

A3

2

=st

A3

1

=st

A3

2

=st

A3

1


10/50

DISEO MUROS DE CONCRETH = 5.10 M

1. DATOS DE ENTRADA

g1 = 1.80 tn/m3

g2 = 1.80

f1 = 32 f2 = 32

ssuelo = 0.80

Ka = 0.30

Kp = 3.00

= 0.45


B1 (Externa) = 1.8 m t1 (sup) = 0.30

B2 (central) = 0.45 m t2 (inf) = 0.45



R1 (Altura de relleno 1) = 1.1 m H pantalla = 5.10


f'c = 210 kg/cm2

gconcreto = 2.40

fy = 4200 kg/cm3

S/C = 0.30 tn/m2


W s/c = 0.30

E s/c = 90

M s/c = 531

Ka

Wa = 0.30

Ea = 3186

Datos de Suelo

Datos de muro


11/50

Ma = 9398.7

Kp

Wp = 3.00

Ep = 10260

Mp = 9747

3. VERIFICACIONES


Zonas L H

1 0.5 5.1 1800

2 0.45 5.1 2400

3 1.8 1.1 1800

4 2.75 0.8 2400

5 1.8 300

VERIFICACION POR DESPLAZAMIENTO



Fsd = 1.86 > 1.50


Mact = M s/c + Ma 20,050.56 kg.m


Fsv = 2.03 > 1.50

PRESION DEL TERRENO

MMresBe

act

=


12/50

P = 19,482.00 kg

MO = Mres-Mact 20,568.84 kg.m

d = Mo/P 1.056 m

e = B/2 - d 0.319 m

B/6 = 0.45833333 m >


4.1 DISE O DE PANTALLA

kp

wu = 1.8 0.30 1800 5.1 =

Vu = 4957.20 2.55 =

Mu = 12640.86 1.7 =

d

Vc = 0.85 0.53 14.4913767 100 40

b x d = 100 x 40



r (cm): 5

d (cm): 40

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 21.49

f: 0.9 As (cm2) 14.86

fy (Kg/cm2): 4200

3/4" @ 0.30 m + BASTONES DE 5/8"

r= As = 0.0044 > rmin= 0.0018

bd

Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.3 =

parte inferior = 0.0018 x 100 x 0.45 =


13/50


Ka =tg2( 45 - 32/2 ) = 0.307

hc = 1.006

Lc = 1.41 m



Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 30 =

2/3 As

1/3As 3.6

1.8

Intermedio: = 0.0018 x 100 x 37.5 =

4.5

2.25

Abajo: = 0.0018 x 100 x 45 =

5.4

2.7


f5/8" @ 0.25m

=st

A3

2

=st

A3

1

=st

A3

2

=st

A3

1

=st

A3

2

=st

A3

1

3

max )5(7.16

2/c

sahxx

KM

=

g

v

h

aK

s

sf=

=2

45tan2


14/50

4.1 DISE O DE ZAPATA

DISE O DE LA PUNTA

=

wu = 1.67 9226.29 = 15407.91073 kg

Mu = 15407.91073 1.62 = 24960.82 kg.m

Vu = Wu ( B3-d) = 16948.70 kg

Vc = 0.85 0.53 14.4913767 100 70

b x d = 100 x 70


r (cm): 10d (cm): 70

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 24.96

f: 0.9 As (cm2) 9.59

fy (Kg/cm2): 4200



DISE O DEL TALON

Wu = 1.5 x hz x + 1.8 x x R1 = 19404 Kg/m

Vu = Wu ( B3-d) = -3880.8 kg

Vc = 0.85 0.53 14.4913767 100 70

b x d = 100 x 70

Mu = Wu x B3xB3/ 2 = 2425.5


r (cm): 10

d (cm): 70

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 2.4255

f: 0.9 As (cm2) 0.92


15/50

fy (Kg/cm2): 4200

Asmin zapata : 0.0018 100 80.00 = 14.4



As temp = 0.0018 x 100 x 80 = 14.4

En cada cara 7.2

f 5/8" @ 0.30m

f5/8" @ 0.30


16/50

O ARMADO

DIMENSIONAMIENTO PLANTEADO DEBIDO A


tn/m3

kg/cm2

m

m

m

tn/m3

300 = 90 kg/m

5.90 = 531 kg

2.95 = 1566.45 kg.m

1800 5.9 3186 kg/m

2.95 9398.7 kg


17/50

1.96666667 18484.11 kg.m

1800.00 1.90 = 10260 kg/m

0.95 = 9747 kg

0.63333333 = 6173.1 kg.m

Cargas (kg) Brazo de Giro (m) Momentos (kg.m)

4590 2.5 11475

5508 2.025 11153.7

3564 0.9 3207.6

5280 1.375 7260

540 2.50 1350

19482 34446.3

CORRECTO

CORRECTO


18/50

= 19482 = 9226.29385

2 1.06

0.922629385

0.319 CORRECTO

4,957.20 kg/m

12,640.86 Kg

21,489.46

Vu

= 26,113.46 > 12,640.86 CORRECTO

30 Acero colocado: 17.45 cm2

OK!

5.4 cm2 / m

8.1 cm2 / m


19/50

5.4 cm2 / m

2.834645669

35.27777778

2.535211268

39.44444444

6.75 cm2 / m

3.543307087

28.22222222

3.169014085

31.55555556

8.1 cm2 / m

2.713567839

36.85185185

2.125984252

47.03703704

f3/8" @ 0.25 m

f5/8" @ 0.25 cm

f1/2" @ 0.30 m

f1/2" @ 0.30 m

f3/8" @ 0.30 m

f1/2" @ 0.25 m


20/50

= 45,698.56 > 16,948.70 CORRECTO

= 45,698.56 > -3,880.80 CORRECTO


21/50

cm2


22/50


23/50


24/50


25/50

pulg cm area

3/8 0.95 0.71

1/2 1.27 1.27

5/8 1.59 1.99

3/4 1.91 2.87

1 2.54 5.07


26/50




g1 = 1.80 tn/m3

g2 = 1.80 tn/m3

f1 = 32 f2 = 32


Ka = 0.30

Kp = 3.00

= 0.45


B1 (Externa) = 0.7 m t1 (sup) = 0.30 m

B2 (central) = 0.30 m t2 (inf) = 0.30 m



R1 (Altura de relleno 1) = 1 m H pantalla = 3.50 m


f'c = 210 kg/cm2


fy = 4200 kg/cm3

S/C = 0.30 tn/m2


W s/c = 0.30 300 = 90 kg/m

E s/c = 90 4.10 = 369 kg

M s/c = 369 2.05 = 756.45 kg.m

Ka

Wa = 0.30 1800 4.1 2214 kg/m

Ea = 2214 2.05 4538.7 kg

Ma = 4538.7 1.36666667 6202.89 kg.m

Kp

Wp = 3.00 1800.00 1.60 = 8640 kg/m

Ep = 8640 0.8 = 6912 kg

Mp = 6912 0.53333333 = 3686.4 kg.m

3. VERIFICACIONES



1 0.5 3.5 1800 3150 1.25 3937.5

2 0.3 3.5 2400 2520 0.85 2142

3 0.7 1 1800 1260 0.35 441

4 1.50 0.6 2400 2160 0.75 1620

5 1.8 300 540 1.25 675

9630 8815.5





Datos de Suelo

Datos de muro


27/50


Mact = M s/c + Ma 6,959.34 kg.m



PRESION DEL TERRENO

= 9630 = 8365.890491

P = 9,630.00 kg 2 0.58

MO = Mres-Mact 5,542.56 kg.m 0.836589049

d = Mo/P 0.576 m

e = B/2 - d 0.174 m

B/6 = 0.25 m > 0.174 CORRECTO



kp

wu = 1.8 0.30 1800 3.5 = 3,402.00 kg/m

Vu = 3402.00 1.75 = 5,953.50 Kg

Mu = 5953.5 1.16666667 = 6,945.75

d Vu

Vc = 0.85 0.53 14.4913767 100 25 = 16,320.91 > 5,953.50 CORRECTO

b x d = 100 x 25



r (cm): 5

d (cm): 25

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 6.95

f: 0.9 As (cm2) 7.62

fy (Kg/cm2): 4200

5/8" @ 0.25 m Acero colocado: 9.95 cm2

r= As = 0.0040 > rmin= 0.0018 OK!bd




Ka =tg2( 45 - 32/2 ) = 0.307

hc = 0.69

Lc = 0.94 m




2/3 As

1/3As 3.6 f3/8" @ 0.25 m

P

MMresBe

act

=

2

2

3

max )5(7.16

2/c

sahxx

KM

=

g

v

h

aK

s

sf=

=2

45tan2


28/50

1.8

Intermedio: = 0.0018 x 100 x 30 = 5.4 cm2 / m

3.6

1.8

Abajo: = 0.0018 x 100 x 30 = 5.4 cm2 / m

3.6

1.8


4.1 DISEO DE ZAPATA

DISEO DE LA PUNTA

=

wu = 1.67 8365.89 = 13971.03712 kg

Mu = 13971.03712 0.245 = 3422.90 kg.m

Vu = Wu ( B3-d) = 2794.21 kg

Vc = 0.85 0.53 14.4913767 100 50 = 32,641.83 > 2,794.21 CORRECTO

b x d = 100 x 50


r (cm): 10

d (cm): 50

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 3.42

f: 0.9 As (cm2) 1.82

fy (Kg/cm2): 4200



DISEO DEL TALON

Wu = 1.5 x hz x + 1.8 x x R1 = 13500 Kg/m

Vu = Wu ( B3-d) = 0 kg

Vc = 0.85 0.53 14.4913767 100 50 = 32,641.83 > 0.00 CORRECTO

b x d = 100 x 50

Mu = Wu x B3xB3/ 2 = 1687.5


r (cm): 10

d (cm): 50

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 1.6875

f: 0.9 As (cm2) 0.89

fy (Kg/cm2): 4200

Asmin zapata : 0.0018 100 60.00 = 10.8 cm2



As temp = 0.0018 x 100 x 60 = 10.8

En cada cara 5.4

f3/8" @ 0.25 m

f1/2" @ 0.30 cm

f1/2" @ 0.30 m

f1/2" @ 0.25m

f 1/2" @ 0.25m

f 1/2" @ 0.25m

f3/8" @ 0.25 m

f3/8" @ 0.25 m

=st

A3

=st

A3

1

=st

A3

2

=st

A3

1

=st

A3

2

=st

A3

1


29/50


1. DATOS DE ENTRADA

g1 = 1.80 tn/m3

g2 = 1.80 tn/m3

f1 = 32 f2 = 32


Ka = 0.30

Kp = 3.00

= 0.45


B1 (Externa) = 0.45 m t1 (sup) = 0.25 m

B2 (central) = 0.25 m t2 (inf) = 0.25 m





f'c = 210 kg/cm2


fy = 4200 kg/cm3

S/C = 0.30 tn/m2


W s/c = 0.30 300 = 90 kg/m

E s/c = 90 2.70 = 243 kg

M s/c = 243 1.35 = 328.05 kg.m

Ka

Wa = 0.30 1800 2.7 1458 kg/m

Ea = 1458 1.35 1968.3 kg

Ma = 1968.3 0.9 1771.47 kg.m

Kp

Wp = 3.00 1800.00 0.90 = 4860 kg/m

Ep = 4860 0.45 = 2187 kg

Mp = 2187 0.3 = 656.1 kg.m

3. VERIFICACIONES



1 0.5 2.2 1800 1980 0.95 1881

2 0.25 2.2 2400 1320 0.575 759

3 0.45 0.4 1800 324 0.225 72.9

4 1.20 0.5 2400 1440 0.6 864

5 1.8 300 540 0.95 513

5604 4089.9





Datos de Suelo

Datos de muro


30/50


Mact = M s/c + Ma 2,099.52 kg.m



PRESION DEL TERRENO

= 5604 = 5933.318219

P = 5,604.00 kg 2 0.47

MO = Mres-Mact 2,646.48 kg.m 0.593331822

d = Mo/P 0.472 m

e = B/2 - d 0.128 m

B/6 = 0.2 m > 0.128 CORRECTO



kp

wu = 1.8 0.30 1800 2.2 = 2,138.40 kg/m

Vu = 2138.40 1.1 = 2,352.24 Kg

Mu = 2352.24 0.73333333 = 1,724.98

d Vu

Vc = 0.85 0.53 14.4913767 100 20 = 13,056.73 > 2,352.24 CORRECTO

b x d = 100 x 20



r (cm): 5

d (cm): 20

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 1.72

f: 0.9 As (cm2) 2.31

fy (Kg/cm2): 4200


r= As = 0.0018000 > rmin= 0.0018 OK!bd




Ka =tg2( 45 - 32/2 ) = 0.307

hc = 0.434

Lc = 0.63 m




2/3 As

1/3As 3 f3/8" @ 0.30 m

P

MMresBe

act

=

2

2

3

max )5(7.16

2/c

sahxx

KM

=

g

v

h

aK

s

sf=

=2

45tan2


31/50

1.5


3

1.5

Abajo: = 0.0018 x 100 x 25 = 4.5 cm2 / m

3

1.5

Acero de montaje: 36f = 36 x0.71 = 34.2 < S

4.1 DISEO DE ZAPATA

DISEO DE LA PUNTA

=

wu = 1.67 5933.32 = 9908.641426 kg

Mu = 9908.641426 0.10125 = 1003.25 kg.m

Vu = Wu ( B3-d) = 495.43 kg

Vc = 0.85 0.53 14.4913767 100 40 = 26,113.46 > 495.43 CORRECTO

b x d = 100 x 40


r (cm): 10

d (cm): 40

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 1.00

f: 0.9 As (cm2) 0.66

fy (Kg/cm2): 4200



DISEO DEL TALON

Wu = 1.5 x hz x + 1.8 x x R1 = 8928 Kg/m

Vu = Wu ( B3-d) = 892.8 kg

Vc = 0.85 0.53 14.4913767 100 40 = 26,113.46 > 892.80 CORRECTO

b x d = 100 x 40

Mu = Wu x B3xB3/ 2 = 1116


r (cm): 10

d (cm): 40

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 1.116

f: 0.9 As (cm2) 0.74

fy (Kg/cm2): 4200

Asmin zapata : 0.0018 100 50.00 = 9 cm2



As temp = 0.0018 x 100 x 50 = 9

En cada cara 4.5

f3/8" @ 0.30 m

f3/8" @ 0.30 m

f3/8" @ 0.30 m

f3/8" @ 0.30m

f 1/2" @ 0.25m

f 1/2" @ 0.30m

f3/8" @ 0.30 m

f3/8" @ 0.30 m

=st

A3

=st

A3

1

=st

A3

2

=st

A3

1

=st

A3

2

=st

A3

1


32/50


1. DATOS DE ENTRADA

g1 = 1.80 tn/m3

g2 = 1.80 tn/m3

f1 = 32 f2 = 32


Ka = 0.30

Kp = 3.00

= 0.45


B1 (Externa) = 0.3 m t1 (sup) = 0.20 m

B2 (central) = 0.20 m t2 (inf) = 0.20 m





f'c = 210 kg/cm2


fy = 4200 kg/cm3

S/C = 0.30 tn/m2


W s/c = 0.30 300 = 90 kg/m

E s/c = 90 2.00 = 180 kg

M s/c = 180 1 = 180 kg.m

Ka

Wa = 0.30 1800 2 1080 kg/m

Ea = 1080 1 1080 kg

Ma = 1080 0.66666667 720 kg.m

Kp

Wp = 3.00 1800.00 0.60 = 3240 kg/m

Ep = 3240 0.3 = 972 kg

Mp = 972 0.2 = 194.4 kg.m

3. VERIFICACIONES



1 0.3 1.7 1800 918 0.65 596.7

2 0.2 1.7 2400 816 0.4 326.4

3 0.3 0.3 1800 162 0.15 24.3

4 0.80 0.3 2400 576 0.4 230.4

5 1.8 300 540 0.65 351

3012 1528.8

VERIFICACION POR DES PLAZAMIENTO

Factu = Es/c + E a 1260 Kg



Datos de Suelo

Datos de muro


33/50


Mact = M s/c + Ma 900.00 kg.m



PRESION DEL TERRENO

= 3012 = 5510.291545

P = 3,012.00 kg 2 0.27

MO = Mres-Mact 823.20 kg.m 0.551029155

d = Mo/P 0.273 m

e = B/2 - d 0.127 m

B/6 = 0.13333333 m > 0.127 CORRECTO



kp

wu = 1.8 0.30 1800 1.7 = 1,652.40 kg/m

Vu = 1652.40 0.85 = 1,404.54 Kg

Mu = 1404.54 0.56666667 = 795.91

d Vu

Vc = 0.85 0.53 14.4913767 100 15 = 9,792.55 > 1,404.54 CORRECTO

b x d = 100 x 15



r (cm): 5

d (cm): 15

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 0.80

f: 0.9 As (cm2) 1.42

fy (Kg/cm2): 4200


r= As = 0.0019000 > rmin= 0.0018 OK!bd




Ka =tg2( 45 - 32/2 ) = 0.307

hc = 0.335

Lc = 0.49 m




2/3 As

1/3As 2.4 f3/8" @ 0.30 m

P

MMresBe

act

=

2

2

3

max )5(7.16

2/c

sahxx

KM

=

g

v

h

aK

s

sf=

=2

45tan2


34/50

1.2


2.4

1.2

Abajo: = 0.0018 x 100 x 20 = 3.6 cm2 / m

2.4

1.2


4.1 DISEO DE ZAPATA

DISEO DE LA PUNTA

=

wu = 1.67 5510.29 = 9202.18688 kg

Mu = 9202.18688 0.045 = 414.10 kg.m

Vu = Wu ( B3-d) = 920.22 kg

Vc = 0.85 0.53 14.4913767 100 20 = 13,056.73 > 920.22 CORRECTO

b x d = 100 x 20


r (cm): 10

d (cm): 20

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 0.41

f: 0.9 As (cm2) 0.55

fy (Kg/cm2): 4200

Se coloca acero en una malla :

Acero colocado : f 1/2" @ 0.25 m Una malla

DISEO DEL TALON

Wu = 1.5 x hz x + 1.8 x x R1 = 6588 Kg/m

Vu = Wu ( B3-d) = 658.8 kg

Vc = 0.85 0.53 14.4913767 100 20 = 13,056.73 > 658.80 CORRECTO

b x d = 100 x 20

Mu = Wu x B3xB3/ 2 = 296.46


r (cm): 10

d (cm): 20

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 0.29646

f: 0.9 As (cm2) 0.39

fy (Kg/cm2): 4200

Asmin zapata : 0.0018 100 30.00 = 5.4 cm2

en una malla 6.35 cm2 =


As temp = 0.0018 x 100 x 30 = 5.4

f3/8" @ 0.30 m

f3/8" @ 0.30 m

f3/8" @ 0.30 m

f3/8" @ 0.30m

f 1/2" @ 0.25m

f 1/2" @ 0.30m

f3/8" @ 0.30 m

f3/8" @ 0.30 m

=st

A3

=st

A3

1

=st

A3

2

=st

A3

1

=st

A3

2

=st

A3

1


35/50

DISEO MUROS DE CONCRETH = 1.30 M

1. DATOS DE ENTRADA

g1 = 1.80 tn/m3

g2 = 1.80

f1 = 32 f2 = 32

ssuelo = 0.80

Ka = 0.30

Kp = 3.00

= 0.45


B1 (Externa) = 0.25 m t1 (sup) = 0.15

B2 (central) = 0.15 m t2 (inf) = 0.15



R1 (Altura de relleno 1) = 0.3 m H pantalla = 1.30


f'c = 210 kg/cm2

gconcreto = 2.40

fy = 4200 kg/cm3

S/C = 0.30 tn/m2


W s/c = 0.30

E s/c = 90

M s/c = 144

Ka

Wa = 0.30

Ea = 864

Datos de Suelo

Datos de muro


36/50

Ma = 691.2

Kp

Wp = 3.00

Ep = 3240

Mp = 972

3. VERIFICACIONES


Zonas L H

1 0.3 1.3 1800

2 0.15 1.3 2400

3 0.25 0.3 1800

4 0.70 0.3 2400

5 1.8 300

VERIFICACION POR DESPLAZAMIENTO



Fsd = 2.43 > 1.50


Mact = M s/c + Ma 483.84 kg.m


Fsv = 2.53 > 1.50

PRESION DEL TERRENO

MMresBe

act

=


37/50

P = 2,349.00 kg

MO = Mres-Mact 739.04 kg.m

d = Mo/P 0.315 m

e = B/2 - d 0.035 m

B/6 = 0.11666667 m >


4.1 DISE O DE PANTALLA

kp

wu = 1.8 0.30 1800 1.3 =

Vu = 1263.60 0.65 =

Mu = 821.34 0.43333333 =

d

Vc = 0.85 0.53 14.4913767 100 10

b x d = 100 x 10



r (cm): 5

d (cm): 10

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 0.36

f: 0.9 As (cm2) 0.95

fy (Kg/cm2): 4200

3/8" @ 0.30 m Acero colocado: 2.84

r= As = 0.0028000 > rmin= 0.0018

bd

Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.15 =

parte inferior = 0.0018 x 100 x 0.15 =


38/50


Ka =tg2( 45 - 32/2 ) = 0.307

hc = 0.256

Lc = 0.36 m



Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 15 =

2/3 As

1/3As 1.8

0.9

Intermedio: = 0.0018 x 100 x 15 =

1.8

0.9

Abajo: = 0.0018 x 100 x 15 =

1.8

0.9


f3/8" @ 0.30m

=st

A3

2

=st

A3

1

=st

A3

2

=st

A3

1

=st

A3

2

=st

A3

1

3

max )5(7.16

2/c

sahxx

KM

=

g

v

h

aK

s

sf=

=2

45tan2


39/50

4.1 DISE O DE ZAPATA

DISE O DE LA PUNTA

=

wu = 1.67 3733.11 = 6234.297205 kg

Mu = 6234.297205 0.03125 = 194.82 kg.m

Vu = Wu ( B3-d) = 311.71 kg

Vc = 0.85 0.53 14.4913767 100 20

b x d = 100 x 20


r (cm): 10d (cm): 20

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 0.19

f: 0.9 As (cm2) 0.26

fy (Kg/cm2): 4200

Se coloca acero en una malla :

Acero colocado : f 1/2" @ 0.25 m Una malla

DISE O DEL TALON

Wu = 1.5 x hz x + 1.8 x x R1 = 5292 Kg/m

Vu = Wu ( B3-d) = 529.2 kg

Vc = 0.85 0.53 14.4913767 100 20

b x d = 100 x 20

Mu = Wu x B3xB3/ 2 = 238.14


r (cm): 10

d (cm): 20

b (cm): 100 b (cm) 100

f'c (Kg/cm2): 210 M (tn.m) 0.23814

f: 0.9 As (cm2) 0.32


40/50

fy (Kg/cm2): 4200

Asmin zapata : 0.0018 100 30.00 = 5.4

en una malla 6.35 cm2 =


As temp = 0.0018 x 100 x 30 = 5.4

f 1/2" @ 0.25m

f 1/2" @ 0.30m


41/50

O ARMADO

tn/m3

kg/cm2

m

m

m

tn/m3

300 = 90 kg/m

1.60 = 144 kg

0.8 = 115.2 kg.m

1800 1.6 864 kg/m

0.8 691.2 kg


42/50

0.53333333 368.64 kg.m

1800.00 0.60 = 3240 kg/m

0.3 = 972 kg

0.2 = 194.4 kg.m

Cargas (kg) Brazo de Giro (m) Momentos (kg.m)

702 0.55 386.1

468 0.325 152.1

135 0.125 16.875

504 0.35 176.4

540 0.55 297

2349 1028.475

CORRECTO

CORRECTO


43/50

= 2349 = 3733.112099

2 0.31

0.37331121

0.035 CORRECTO

1,263.60 kg/m

821.34 Kg

355.91

Vu

= 6,528.37 > 821.34 CORRECTO

cm2

OK!

2.7 cm2 / m

2.7 cm2 / m


44/50

2.7 cm2 / m

1.417322835

70.55555556

1.267605634

78.88888889

2.7 cm2 / m

1.417322835

70.55555556

1.267605634

78.88888889

2.7 cm2 / m

0.904522613

110.5555556

0.708661417

141.1111111

f3/8" @ 0.30 m

f3/8" @ 0.30 m

f3/8" @ 0.30 m

f3/8" @ 0.30 m

f3/8" @ 0.30 m

f3/8" @ 0.30 m


45/50

= 13,056.73 > 311.71 CORRECTO

= 13,056.73 > 529.20 CORRECTO


46/50

cm2


47/50


48/50


49/50


50/50

pulg cm area

3/8 0.95 0.71

1/2 1.27 1.27

5/8 1.59 1.99

3/4 1.91 2.87

1 2.54 5.07

106933593 diseno muro armado

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