Muro de Sotano.xlsx

DISEÑO DE MURO ENTERRADO Datos: Muro (m) L= 1.00 (m) H= 3.50 (cm) rec = 5.00 (m) A= 4.00 (m) ei = 0.23 (m) ead = 0.25

SOLUCIÓN: 1.DimensionamientodelaZapata: (cm) h= 60 (cm) a= 38.58 2.ArmaduradelMuro: Empuje rectangular "Ep" Ep = 2594.81 MomentosyCortantes Md(+) = 6357.30 Md(-) = 1589.32 Vd = 7265.48 ArmaduraVertical: As(+) = 7.31 12 φ= S= 16.67 As(-) = φ= S=

OK aad =

80

Ko =

0.53

OK Au = Sad =

31786.48 1.13 15

OK Au = Sad =

21739.13 1.13 20

Terreno: 1800 28 1.50

(kg/cm2)

ArmadurasMínimas: Asmin = 5. 00

(cm2/ml)

ϒs= φf= σad=

(kg/m3) (ᵒ)

(cm)

(kg/m2)

(kg.m) (kg.m) (kg)

(cm2/ml) (mm) (cm)

5.00 12 20.00

(cm/ml) (mm) (cm)

3.ArmaduradelaZapata: Armadura Principal: Md = 1920.00 As = 12.00 16 φ= S= 20.00

fck = Fyk = fcd = Fyd = ϒc=

Solicitaciones: (kg) N= 0 (kg/m2) q1 = 1800 (kg/m2) q2 = 1000 (kg) Nk = 3600 (kg) Pm = 2187.5

Materiales 250 5000 167 4348 2500

(cm2) (cm)

> (cm2) (cm)

1666.67 #barras = #bar ad =

OK 6. 46 7

1666.67 #barras = #bar ad =

OK 4. 42 5

Armaduras Mínimas: Asmin = 12.00

(kg.m) (cm2/ml) (mm) (cm)

Au = Sad =

(kg/cm2)

λc=

(kg/cm2)

λs=

(kg/cm2) (kg/cm2) (kg/m3)

Nk

>

2.01 20

Norma: 1.50 1.15

(cm2) (cm)

#barras = #bar ad =

5. 97 6

(cm2/ml)

fck = Fyk = fcd = Fyd = ϒc=

Materiales 250 5000 167 4348 2500

(kg/cm2)

λc=

(kg/cm2)

λs=

Norma: 1.50 1.15

(kg/cm2) (kg/cm2) (kg/m3)

Nk

q2

q1

       H

e

       h

a

ArmaduraHorizontal: Ash = 5.00 12 φ= S= 20.00 Armadura de Cortante: Vs = 14523.69

(cm2) (mm) (cm)

(kg)

ArmaduraendireccióndelMuro: (cm2) Asl = 9.6 (mm) 16 φ= (cm) S= º

Au = Sad =

1.13 20

(cm2) (cm)

#barras = #bar ad =

4.42 5

#barras = #bar ad =

4.77 5

(kg/cm2) fcv = 6.45 No Necesita armadura por corte

Au = Sad =

2.01 17.50

DISEÑO DE MURO SEMIENTERRADO Datos: Muro Solicitaciones: (m) (kg) L= 1.00 N= 5530 (m) (kg/m2) H= 1.90 q1 = 1000 (cm) (kg/m2) rec = 5.00 q2 = 1000 (m) (kg) A= 4.00 Nk = 7530 (m) (kg) ei = 0.13 Pm = 950 (m) ead = 0.20

(cm2) (cm)

ϒs= φf= σad=

hterr = hlibre =

Terreno: 1840 28.5 1.50 1.00 0.90

(kg/m3) (ᵒ)

(kg/cm2) (m) (m)

DISEÑO DE MURO SEMIENTERRADO Datos: Muro Solicitaciones: (m) (kg) L= 1.00 N= 5530 (m) (kg/m2) H= 1.90 q1 = 1000 (cm) (kg/m2) rec = 5.00 q2 = 1000 (m) (kg) A= 4.00 Nk = 7530 (m) (kg) ei = 0.13 Pm = 950 (m) ead = 0.20

SOLUCIÓN: 1. Dimensionamiento de la Zapata: (cm) h= 30 OK (cm) a= 56.53 aad = 70 (cm) b1 = 40 b2 = 10 2. Armadura del Muro: Empuje rectangular "Ep" Ko = 0.52 (kg/m2) Ep = 994.86 MomentosyCortantes (kg.m) Md(+) = 431.04 (kg.m) Md(-) = 107.76 (kg) Vd = 1172.89 ArmaduraVertical: (cm2/ml) As(+) = 4.00 14608.70 OK (mm) 12 Au = 1.13 φ= (cm) S= 30.00 Sad = 30 As(-) = φ= S=

4.00 12 30.00

3. Armadura de la Zapata: Armadura Principal: Md = 1470.00 As = 6.00 12 φ= S= 20.00

(cm/ml) (mm) (cm)

OK Au = Sad =

14608.70 1.13 30

ϒs= φf= σad=

hterr = hlibre =

Terreno: 1840 28.5 1.50 1.00 0.90

ArmadurasMínimas: Asmin = 4.00

> (cm2) (cm)

> (cm2) (cm)

1120.00 #barras = #bar ad =

OK 3.54 4

1120.00 #barras = #bar ad =

OK 3.54 4

(cm2/ml)

(cm)

1.13 20

(kg/cm2) (m) (m)

(cm2/ml)

(cm)

Armaduras Mínimas: Asmin = 6.00 Au = Sad =

(ᵒ)

(cm)

(kg.m)

(mm)

(kg/m3)

(cm2) (cm)

#barras = #bar ad =

5.31 6

(cm2/ml)

Materiales 210 4200 140 3652 2500

fck = Fyk = fcd = Fyd = ϒc=

(kg/cm2)

λc=

(kg/cm2)

λs=

Norma: 1.50 1.15

0 70 70 60 60 40 40 0 0 0 40 60 70

(kg/cm2) (kg/cm2) (kg/m3)

Nk q1

q2

       H

Geometria 0 0 30 30 220 220 30 30 0 100 100 220 220

e

       h

a

ArmaduraHorizontal: Ash = 4.00 12 φ= S= 30.00 Armadura de Cortante: Vs = 10648.94

(cm2) (mm) (cm)

(kg)

ArmaduraendireccióndelMuro: (cm2) Asl = 4.2 (mm) 12 φ= (cm) S= 20.00

Au = Sad =

1.13 30

(cm2) (cm)

#barras = #bar ad =

3.54 4

#barras = #bar ad =

3.71 4

(kg/cm2) fcv = 5.92 No Necesita armadura por corte

Au = Sad =

1.13 20.00

(cm2) (cm)

250

200

150

100

50

0 0

20

40

60

80

0,0 70,0 70,30 60,30 60,220 40,220 40,30 0,30 0,0 0,100 40,100 60,220 70,220

ANÁLISIS DE CARGAS LATERALES

V1 =

733.06

(kg)

V2 =

261.81

My (kg.m) -107.76 109.33 202.74 280.24 341.81 387.47 417.21 431.04 428.94 410.93 377.00 377.00 339.30 301.60 263.90 226.20 188.50 150.80 113.10 75.40 37.70 0.00

0 ≤

y

≤

X

X ≤

y

≤

H

(kg)

TabladeMomentosyCortantes % 0 1 2 3 4 5 6 7 8 9 10 0 1 2 3 4 5 6 7 8 9 10

y (m) 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.00 1.00 1.09 1.18 1.27 1.36 1.45 1.54 1.63 1.72 1.81 1.90

Vy (kg) 1172.89 1013.71 854.53 695.36 536.18 377.00 217.82 58.64 -100.53 -259.71 -418.89 -418.89 -418.89 -418.89 -418.89 -418.89 -418.89 -418.89 -418.89 -418.89 -418.89 -418.89

CORTANTES "V"

MOMENTOS "M" 2

2

0.00

-418.89 -418.89

1.8

1.8

-418.89 -418.89

75.40 1.6

1.6

-418.89

113.10 150.80

-418.89 -418.89

37.70

188.50

1.4

1.4

1.2

1.2

226.20

-418.89 -418.89

263.90 301.60

-418.89

339. 1

1

0.8 -100.53

0.8

-418.89

3

-259.71

58.64 0.6 217.82

0.6

377.00 0.4

3

536.18

0.4

341.

695.36 0.2

280.24

854.53

0.2

1013.71 0 -1000.00 -500.00

0.00

1172.89 500.00 1000.00 1500.00

202.74 109.33

0 -107.76 -200.00-100.00 0.00 100.00200.00 300.00400.0

30 77.00 410.93 428.94 431.04 417.21 87.47, 0.5 .81

0 500.00