TipoMuro de Sotano

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

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

SOLUCIÓN: 1.DimensionamientodelaZapata: (cm) h= 60 a= 38.58 (cm) 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=

(kg/m2)

(kg.m)

(kg.m)

(cm2/ml)

(mm)

5.00 12 20.00

(cm/ml)

(mm)

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

fck = Fyk = fcd = Fyd = ϒc=

Materiales 250 5000 167 4348 2500

(cm)

Ko =

0 .53 0.

(cm)

OK 31786.48 Au Au = 1.13 Sad = 15 OK 21739.13 Au Au = 1.13 Sad = 20

ArmadurasMínimas: Asmin = 5.00

(cm2/ml)

(cm2/ml)

σad=

(kg/m3) (ᵒ)

(cm)

>

1666.67 #barras = #bar ad =

OK 6. 46 7


OK 4. 42 5

(cm2) (cm)

> (cm2) (cm)

Armaduras Mínimas: Asmin = 12.00

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

Au A u= Sad =

(kg/cm2)

λc=

(kg/cm2)

λs=

(kg/cm2)

(kg/cm2)

(kg/m3)

Nk

(kg/cm2)

φf=

(kg)

80

ϒs=

OK aad = aa

Terreno: 1800 28 1.50

2.01 20

Norma: 1.50 1.15

(cm2) (cm)

#barras = #bar ad =

5. 97 6


Materiales 250 5000 167 4348 2500

(kg/cm2)

λc=

(kg/cm2)

λs=

(kg/cm2)

(kg/cm2)

(kg/m3)

Norma: 1.50 1.15

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

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

Au = Sad =

2.01 17.50

DISEÑO DE MURO SEMIENTERRADO Datos: Muro Solicitaciones: (m) L= 1.00 N= 5530 (kg) (m) H= 1.60 q1 = 1000 (kg/m) (cm) rec = 5.00 q2 = 1000 (kg/m2) (m) A= 4.00 Nk = 7530 (kg) (m) ei = 0.11 Pm = 800 (kg) (m) ead = 0.20

(cm2) (cm)

ϒs= φf= σad=

hterr = hlibre =

Terreno: 1840 28.5 1.50 0.70 0.90

(kg/m3) (ᵒ)

(kg/cm2) (m) (m)

DISEÑO DE MURO SEMIENTERRADO Datos: Muro Solicitaciones: (m) L= 1.00 N= 5530 (kg) (m) H= 1.60 q1 = 1000 (kg/m) (cm) rec = 5.00 q2 = 1000 (kg/m2) (m) A= 4.00 Nk = 7530 (kg) (m) ei = 0.11 Pm = 800 (kg) (m) ead = 0.20

SOLUCIÓN: 1. Dimensionamiento de la Zapata: (cm) h= 30 OK a= 55.53 (cm) aad = 70 (cm) b1 = 40 b2 = 10 2. Armadura del Muro: Empuje rectangular "Ep" Ko = 0.52 Ep = 801.49 (kg/m2) MomentosyCortantes (kg.m) Md(+) = 0.19 (kg.m) Md(-) = 0.05 (kg) Vd = 0.70 ArmaduraVertical: As(+) = 4.00 (cm2/ml) OK 14608.70 (mm) 12 Au = 1.13 φ= S= 30.00 (cm) Sad = 30 As(-) = φ= S=

4.00 12 30.00

(cm/ml)

(mm)

(cm)

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

Verificacióncorte Vd = 8330 Armadura de Cortante: Vs = 15973.42

OK 14608.70 Au = 1.13 Sad = 30

ϒs= φf= σad=

hterr = hlibre =

Terreno: 1840 28.5 1.50 0.70 0.90

ArmadurasMínimas: Asmin = 4.00

>


OK 3.54 4


OK 3.54 4

(cm2) (cm)

> (cm2) (cm)

(cm2/ml)

(cm)

Au = Sad =

1.13 20

(cm2) (cm)

#barras = #bar ad =

(kg)

(kg)

(ᵒ)

(kg/cm2) (m) (m)

(cm2/ml)

(cm2/ml)

(cm)

Armaduras Mínimas: Asmin = 6.00

(kg/m3)

(cm)

(kg.m)

(mm)


5.31 6

Materiales 210 4200 140 3652 2500


(kg/cm2)

λc=

(kg/cm2)

λs=

(kg/cm2)

(kg/cm2)

(kg/m3)

Norma: 1.50 1.15

0 0.7 0.7 0.6 0.6 0.4 0.4 0 0 0 0.4 0.6 0.7

Nk q1

q2

H

Geometria 0 0 0.3 0.3 1.9 1.9 0.3 0.3 0 1 0.7 1.9 1.9

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= S= 20.00 (cm)

Au = Sad =

1.13 30

(cm2) (cm)

#barras = #bar ad =

3.54 4

#barras = #bar ad =

3.71 4


Au = Sad =

1.13 20.00

(cm2) (cm)

2 1.8 1.6 1.4 1.2 1 0.8 0.6 0.4 0.2 0 0

0.2

0.4

0.6

0.8

0,0 0.7,0 0.7,0.3 0.6,0.3 0.6,1.9 0.4,1.9 0.4,0.3 0,0.3 0,0 0,0.7 0.4,0.7 0.6,1.9 0.7,1.9

ANÁLISIS DE CARGAS LATERALES

V1 =

438.32

(kg)

V2 =

122.73

0≤

y

(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 0.07 0.14 0.21 0.28 0.35 0.42 0.49 0.56 0.63 0.70 0.70 0.79 0.88 0.97 1.06 1.15 1.24 1.33 1.42 1.51 1.60

Vy (kg) 0.70 0.61 0.52 0.43 0.34 0.25 0.16 0.07 -0.02 -0.11 -0.20 -0.20 -0.20 -0.20 -0.20 -0.20 -0.20 -0.20 -0.20 -0.20 -0.20 -0.20

My (kg.m) 0.00 0.05 0.09 0.12 0.15 0.17 0.18 0.19 0.19 0.19 0.18 0.18 0.16 0.14 0.12 0.11 0.09 0.07 0.05 0.04 0.02 0.00

y

X≤

0.7 0.611 0.521 0.43 0.342 0.252 0.162 0.072 -0.016 -0.10 -0.19 H -0.19 -0.19 -0.19 -0.19 -0.19 -0.19 -0.19 -0.19 -0.19 -0.19

≤

MOMENTOS "M"

CORTANTES "V"

-0.20

X

≤

1.8

1.8

1.6

1.6

0.00

-0.20

0.02

-0.20

1.4

0.04

1.4

-0.20

0.05

-0.20

1.2

0.07

1.2

-0.20

0.09

-0.20

0.11 1

-0.20

1

0.12

-0.20

0.14 0.8

-0.20

0.8

0.16

-0.20

0.18

-0.11

0.6 -0.02

0.

0.6

0.

0.07 0.4

0.

0.16

0.1

0.4

0.25

0.17,

0.34

0.15

0.43

0.2

0.12

0.2

0.52

0.09

0.61 0 -0.40

-0.20

0.05

0.70 0.00

0.20

0.40

0.60

0 0.80

-0.05

0.00 0.00

0.05

0.10

0.15

0.20

13078685133 33535768339E-05,0 54046134366 496915449965,0.07 77305417395 156645881131,0.14 00564700424 99791912935,0.21 23823983452 096455168707,0.28 47083266481 911272706184,0.35 70342549510 442371741781,0.42 36018325391689752275498,0.49 83138884432 653414307336,0.56 59879601403 333357837293,0.63 63662031837 729582865371,0.7 63662031837 729582865371,0.7 36620318374 056624578834,0.79 36620318374 383666292297,0.88 36620318374 71070800576,0.97 36620318374 037749719223,1.06 36620318374 647914326855,1.15 36620318374 918331461483,1.24 36620318374 188748596112,1.33 36620318374 459165730741,1.42 36620318374 729582865371,1.51 63662031837 0,1.6

9 19 19 .35

0.25

TipoMuro de Sotano

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