viga ciment1_120x90

1.00 Nivel:

• Nombre

• Cota de nivel

• Resistencia al fuego

2.00Cimentación corrida: Viga de cimentación41...42Número: 1

2.10 Característica de los materiales:

• Hormigón: : fc' = 249.83 (kgf/cm2)

Densidad : 2500.00 (kgf/m3)

• Armaduras longitudinales : Grade 60 fy = 4218.42 (kgf/cm2)

• Armaduras transversales : Grade 60 fy = 4218.42 (kgf/cm2)

2.20 Geometría:

2.2.1 Tramo Posición Ap. Izq. L

(m) (m)

P1 Tramo 0.40 1.60

Longitud de cálculo: Lo = 2.00 (m)

Sección de 0.00 a 1.60 (m)

25.00 x 60.00 (cm)

Losa izquierda 0.00 + 20.00 de 40.00 (cm)

Losa derecha 0.00 + 20.00 de 40.00 (cm)

Anchura del ala superior comprimida izquierda: 37.50 (cm)


2.2.2 Tramo Posición Ap. Izq. L

(m) (m)

P2 Tramo 0.40 3.60

Longitud de cálculo: Lo = 4.00 (m)

Sección de 0.00 a 3.60 (m)

25.00 x 60.00 (cm)

Losa izquierda 0.00 + 20.00 de 40.00 (cm)

Losa derecha 0.00 + 20.00 de 40.00 (cm)



2.30 Suelos:

Nivel del asiento: 0.00 (m)

Número de segmento: 1

Inicio: 0.00 (m)

Fin: 2.00 (m)

Coeficiente de elasticidad:8000.00 (tf/m2)

Estratos:

1. well graded gravels

• Nivel del suelo: 0.00 (cm)

• Espesor: • Peso volumétrico: 2243.38 (kgf/m3)

• Ángulo de rozamiento interno:42.0 (Deg)

• Cohesión: 0.00 (kgf/cm2)

• Coeficiente de Poisson: 0.20

• Eo: 1835.49 (kgf/cm2)

• Coef. de consolidación: 1.00

• qmax: 1.48 (kgf/cm2)

Número de segmento: 2

Inicio: 2.00 (m)

Fin: 6.00 (m)

Coeficiente de elasticidad:8000.00 (tf/m2)

Estratos:

1. well graded gravels

• Nivel del suelo: 0.00 (cm)

• Espesor: • Peso volumétrico: 2243.38 (kgf/m3)

• Ángulo de rozamiento interno:42.0 (Deg)

• Cohesión: 0.00 (kgf/cm2)

• Coeficiente de Poisson: 0.20

• Eo: 1835.49 (kgf/cm2)

• Coef. de consolidación: 1.00

• qmax: 1.48 (kgf/cm2)

2.40 Opciones de cálculo:

• Regulación de la combinación: NTC2004_habOK

• Cálculos según la norma : ACI 318-05

• Norma para los cálculos geotécnicos : ACI

• Viga prefabricada : no

• Tomando en cuenta la fuerza axial : no

•Considerando la reducción del esfuerzo cortante en la zona de apoyo: no

• Riesgo sísmico : bajo

• Recubrimiento de la armadura: Armaduras inferioras c = 7.00 (cm)

: lateral c1 = 7.00 (cm)

: superficial c2 = 5.00 (cm)

2.50 Resultados de los cálculos:

2.5.1 Solicitaciones ELU

Tramo Mtmáx. Mtmín. Miz Md

(tf*m) (tf*m) (tf*m) (tf*m)

P1 4.69 -3.90 -3.52 4.69

P2 7.38 -6.42 7.38 -4.08

2.5.2 Solicitaciones ELS



P1 4.26 -3.55 -3.20 4.26

P2 6.71 -5.84 6.71 -3.71

2.5.3Solicitaciones ELU - combinaciones rara



P1 4.69 -3.90 -3.52 4.69

P2 7.38 -6.42 7.38 -4.08

2.5.4 Sección Teórica de Acero

Tramo Tramo (cm2) Apoyo izquierdo (cm2)Apoyo derecho (cm2) Tramo (cm2/m)

inf. sup. inf. sup.

P1 2.47 0.00 1.40 1.59

P2 3.88 0.00 3.88 1.22

2.5.5Resultados de dimensionado de la sección

n #NAME?

2.5.6 Resultados geotécnicos

n #NAME?

Ref Err:509

Adm Err:509

2.60 Resultados teóricos - detalles:

2.6.1 P1 : Tramo de 0.40 a 2.00 (m)

ELU ELS

Abscisa M máx. M mín. M máx. M mín.

(m) (tf*m) (tf*m) (tf*m) (tf*m)

0.40 2.96 -3.52 2.70 -3.20

0.60 2.98 -3.85 2.71 -3.50

0.80 3.02 -3.90 2.75 -3.55

1.00 3.09 -3.70 2.81 -3.36

1.20 3.22 -3.25 2.93 -2.96

1.40 3.42 -2.59 3.11 -2.35

1.60 3.71 -1.72 3.38 -1.57

1.80 4.12 -0.67 3.74 -0.61

2.00 4.69 0.00 4.26 0.00

ELU ELS

Abscisa Q máx. Q máx. SgmRef SgmAdm

(m) (tf) (tf) (kgf/cm2) (kgf/cm2)

0.40 -3.34 -3.03 0.00 0.00

0.60 -1.81 -1.64 0.00 0.00

0.80 1.12 1.02 0.00 0.00

1.00 1.75 1.60 0.00 0.00

1.20 2.82 2.56 0.00 0.00

1.40 3.88 3.52 0.00 0.00

1.60 5.03 4.57 0.00 0.00

1.80 6.21 5.65 0.00 0.00

2.00 7.35 6.68 0.00 0.00

2.6.2 P2 : Tramo de 2.40 a 6.00 (m)

ELU ELS

Abscisa M máx. M mín. M máx. M mín.

(m) (tf*m) (tf*m) (tf*m) (tf*m)

2.40 7.38 -2.49 6.71 -2.26

2.60 5.46 -2.92 4.97 -2.65

3.00 2.37 -3.47 2.16 -3.16

3.40 0.49 -4.31 0.44 -3.91

3.80 0.00 -5.23 0.00 -4.75

4.20 0.00 -6.12 0.00 -5.56

4.60 0.00 -6.42 0.00 -5.84

5.00 0.00 -6.38 0.00 -5.80

5.40 0.49 -6.01 0.45 -5.46

5.80 1.61 -4.82 1.47 -4.38

6.00 2.63 -4.08 2.39 -3.71

ELU ELS

Abscisa Q máx. Q máx. SgmRef SgmAdm

(m) (tf) (tf) (kgf/cm2) (kgf/cm2)

2.40 -10.62 -9.65 0.00 0.00

2.60 -9.69 -8.81 0.00 0.00

3.00 -7.88 -7.17 0.00 0.00

3.40 -6.20 -5.64 0.00 0.00

3.80 -4.65 -4.22 0.00 0.00

4.20 -3.21 -2.92 0.00 0.00

4.60 2.02 1.83 0.00 0.00

5.00 2.82 2.56 0.00 0.00

5.40 4.61 4.19 0.00 0.00

5.80 6.86 6.24 0.00 0.00

6.00 8.33 7.58 0.00 0.00

2.70 Armadura:

2.7.1 P1 : Tramo de 0.40 a 2.00 (m)

Armaduras longitudinales:

Armaduras transversales:

• Armaduras principales (Grade 60)

estribos 8.00 #3

e = 1*0.10 + 7*0.20 (m)4 #6

e = 1*-0.10 (m)6 #3

e = 4*0.25 + 2*0.24 (m)

alfileres 8.00 #3

e = 1*0.10 + 7*0.20 (m)4 #6

e = 1*-0.10 (m)6 #3

e = 4*0.25 + 2*0.24 (m)

2.7.2 P2 : Tramo de 2.40 a 6.00 (m)

Armaduras longitudinales:

• Armaduras inferiores (Grade 60)

2.00 #6 l = 6.25

1.00 #4 l = 6.25

• tramo (Grade 60)

2.00 #6 l = 6.25


• Armaduras principales (Grade 60)

estribos 19.00 #3

e = 1*0.02 + 18*0.20 (m)4 #6

e = 1*-0.10 (m)14 #3

e = 1*0.07 + 2*0.24 + 11*0.25 (m)

alfileres 19.00 #3

e = 1*0.02 + 18*0.20 (m)4 #6

e = 1*-0.10 (m)14 #3

e = 1*0.07 + 2*0.24 + 11*0.25 (m)

3.00 Cantitativo:

• Volumen del hormigón = 1.80 (m3)

• Superficie de encofrado = 6.72 (m2)

• Acero Grade 60

• Peso total = 139.99 (kgf)

• Densidad = 77.77 (kgf/m3)

• Diámetro medio = 1.4 (cm)

• Lista según diámetros:

Diámetro Longitud Peso Número

(cm) (m) (kgf) (piezas)

#3 0.86 0.48 27.00

#3 1.31 0.73 20.00

#4 6.25 6.22 1.00

#6 1.80 4.03 4.00

#6 3.80 8.51 4.00

#6 6.25 14.00 4.00

2.70 Armadura:

2.7.1 P1 : Tramo de 0.40 a 5.66 (m)Armaduras longitudinales:

tramo (Grade 60)3.00 #6 l = 6.503.00 #6 l = 6.42


Armaduras inferiores (Grade

60)_x000D_5 #6 l

= 4.96 de 0.05a

5.01_x000D_

Armaduras inferiores (Grade 60)5.00 #6 l = 6.12

Armaduras principales (Grade 60)estribos 14.00 #3

e = 1*0.08 + 13*0.16 (m)2 #6e = 1*-0.13 (m)12 #3

e = 1*0.10 + 5*0.41 (m)alfileres 14.00 #3

e = 1*0.08 + 13*0.16 (m)2 #6e = 1*-0.13 (m)12 #3

e = 1*0.02 + 33*0.16 (m)2 #6 l = 5.49_x000D_

e = 1*-0.10 (m)26

#3 l = 2.08_x000D_

e = 1*0.19 + 12*0.41

(m)_x000D_alfileres

34 #3 l = 1.10_x000D_

e = 1*0.02 + 33*0.16 (m)2 #6 l = 5.49_x000D_

e = 1*-0.10 (m)26

#3 l = 2.08_x000D_

e = 1*0.19 + 12*0.41

(m)_x000D__x000D_

2.7.2 P2 : Tramo de 6.16 a 8.40 (m)_x000D_

Armaduras longitudinales:_x0

00D_

Armaduras de montaje (encima)

(Grade 60) _x000D_

3 #6 l = 2.41 de 5.96

a8.38_x000D_

Armaduras transversales:_x0

00D_

e = 1*0.10 + 5*0.41 (m)

2.7.3 P3 : Tramo de 8.90 a 14.15 (m)Armaduras longitudinales:

tramo (Grade 60)3.00 #6 l = 6.563.00 #6 l = 6.38


Volumen del hormigón = 7.99 (m3)

Armaduras inferiores (Grade

60)_x000D_5 #6 l

= 4.96 de 9.54a

14.50_x000D_

1.10_x000D_e =

1*0.01 + 33*0.16 (m)2 #6 l = 5.48_x000D_

e = 1*-0.13 (m)26

#3 l = 2.08_x000D_

e = 1*0.19 + 12*0.41

(m)_x000D_alfileres

34 #3 l = 1.10_x000D_

e = 1*0.01 + 33*0.16 (m)2 #6 l = 5.48_x000D_

e = 1*-0.13 (m)26

#3 l = 2.08_x000D_

e = 1*0.19 + 12*0.41

(m)_x000D__x000D_

_x000D_3

Cantitativo:_x000D__x000D_

Acero Grade 60

Densidad = 69.40 (kgf/m3)

Lista según diámetros:

Diámetro Longitud Peso(m) (kgf)

#3 223.32 124.96#6 191.87 429.45

Superficie de encofrado =

24.74 (m2)_x000D_

_x000D_

Peso total = 554.40

(kgf)_x000D_

Diámetro medio = 1.4 (cm)_x000D_

: 0

: ---

: 0 (h)

fy = 4218.42 (kgf/cm2)

fy = 4218.42 (kgf/cm2)

Ap. Der.

(m)

0.40

Ap. Der.

(m)

0.40

Qiz Qd

(tf) (tf)

-3.34 7.35

-10.62 8.33

Qiz Qd

(tf) (tf)

-3.03 6.68

-9.65 7.58

Qiz Qd

(tf) (tf)

-3.34 7.35

-10.62 8.33

inf. sup. de cosido

2.47 0.00 0.00

1.24 1.84 0.00

Abscisa

A inf. A sup. ELU M máx.

(cm2) (cm2) M mín.

1.40 1.59 ELS M máx.

1.40 1.73 M mín.

1.42 1.76 A inf.

1.47 1.68 A sup.

1.55 1.49

1.68 1.21

1.87 0.83

2.13 0.33

2.47 0.00

A de cosido

(cm2/m)

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Abscisa

A inf. A sup. ELU M máx.

(cm2) (cm2) M mín.

3.88 1.22 ELS M máx.

2.80 1.41 M mín.

1.11 1.55 A inf.

0.25 2.11 A sup.

0.00 2.61

0.00 3.06

0.00 3.21

0.00 3.19

0.25 2.96

0.79 2.28

1.24 1.84

A de cosido

(cm2/m)

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00 ELU0.00

0.00 ELS

l = 0.86

l = 1.80

l = 1.31

l = 0.86

l = 1.80

l = 1.31

de 0.08 a 6.33

de 0.08 a 6.33

de 0.08 a 6.33

l = 0.86

l = 3.80

l = 1.31 ELU

l = 0.86 ELSl = 3.80

l = 1.31

Peso total

(kgf)

12.99

14.66

6.22

16.12

34.02

55.98

de 0.05 a 6.55de 0.10 a 6.52

de 4.22 a 10.34

l = 1.10l = 2.49l = 2.08

l = 1.10l = 2.49l = 2.08

de 7.94 a 14.50de 8.08 a 14.46

(m) 0.40 0.60 0.80 1.00 1.20 1.40

(tf*m) 2.96 2.98 3.02 3.09 3.22 3.42

(tf*m) -3.52 -3.85 -3.90 -3.70 -3.25 -2.59

(tf*m) 2.70 2.71 2.75 2.81 2.93 3.11

(tf*m) -3.20 -3.50 -3.55 -3.36 -2.96 -2.35

(cm2) 1.40 1.40 1.42 1.47 1.55 1.68

(cm2) 1.59 1.73 1.76 1.68 1.49 1.21

(m) 2.40 2.60 3.00 3.40 3.80 4.20

(tf*m) 7.38 5.46 2.37 0.49 0.00 0.00

(tf*m) -2.49 -2.92 -3.47 -4.31 -5.23 -6.12

(tf*m) 6.71 4.97 2.16 0.44 0.00 0.00

(tf*m) -2.26 -2.65 -3.16 -3.91 -4.75 -5.56

(cm2) 3.88 2.80 1.11 0.25 0.00 0.00

(cm2) 1.22 1.41 1.55 2.11 2.61 3.06

Abscisa (m) 6.16 6.19 6.46 6.73 7.01M máx. (tf*m) 29.68 29.30 22.89 17.07 12.48M mín. (tf*m) 0.00 0.00 0.00 0.00 0.00

M máx. (tf*m) 26.99 26.63 20.81 15.51 11.35

M mín. (tf*m) 0.00 0.00 0.00 0.00 0.00

A inf. (cm2) 9.70 9.57 7.43 5.51 4.01A sup. (cm2) 0.00 0.00 0.00 0.00 0.00

Abscisa (m) 8.90 9.22 9.79 10.36 10.93M máx. (tf*m) 41.64 28.98 11.27 0.00 0.00

M mín. (tf*m) -3.17 -6.88 -11.16 -13.58 -15.16

M máx. (tf*m) 37.85 26.34 10.24 0.00 0.00

M mín. (tf*m) -2.88 -6.26 -10.14 -12.35 -13.33

A inf. (cm2) 13.78 9.46 3.52 0.00 0.00

A sup. (cm2) 1.01 2.19 3.46 4.33 4.83

1.60 1.80 2.00

3.71 4.12 4.69

-1.72 -0.67 0.00

3.38 3.74 4.26

-1.57 -0.61 0.00

1.87 2.13 2.47

0.83 0.33 0.00

4.60 5.00 5.40 5.80 6.00

0.00 0.00 0.49 1.61 2.63

-6.42 -6.38 -6.01 -4.82 -4.08

0.00 0.00 0.45 1.47 2.39

-5.84 -5.80 -5.46 -4.38 -3.71

0.00 0.00 0.25 0.79 1.24

3.21 3.19 2.96 2.28 1.84

7.28 7.56 7.83 8.10 8.38 8.4010.13 11.74 16.25 22.03 28.49 28.88

0.00 0.00 0.00 0.00 0.00 -0.05

9.21 10.68 14.77 20.03 25.90 26.25

0.00 0.00 0.00 0.00 0.00 -0.04

3.25 3.77 5.24 7.14 9.30 9.43

0.00 0.00 0.00 0.00 0.00 0.02

11.50 12.07 12.64 13.21 13.78 14.150.00 0.00 0.00 0.00 0.00 3.09

-18.49 -20.63 -20.96 -18.67 -13.63 -8.41

0.00 0.00 0.00 0.00 0.00 2.81

-16.07 -18.75 -19.05 -16.97 -12.39 -7.64

0.00 0.00 0.00 0.00 0.00 0.96

5.90 6.59 6.70 5.96 4.35 2.62

viga ciment1_120x90

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