Losa Maciza Aci 7

LOSA MACIZA EN DOS DIRECCIONES CONCRETO ARMADO II

Ib = inercia de la sección en LT Inercia de la losa

Is = inercia de la losa Is =

Ib = inercia de la sección en L Inercia de la losa

Es 2100000 kg/cm2

1.- PREDIMENSIONAMIENTO:

Se escoje el paño com las lucez libres mas grandes : PAÑO 12

Ec 217371 kg/cm2 VIGAS YY 0.25 0.45

fy 4200 kg/cm2 VIGAS XX 0.25 0.45

DIMENSIONAMIENTO DE LOSA MACIZA EN DOS DIRECCIONES

DATOS GENERALES :

f'c 210 kg/cm2 recubrimiento 2.50 cm

= 0.09 m180

SE ESCOJE h = 0.15 m

B = 3.28

= 0.12 m40

A= 4.60 PAÑO 12=

H = 0.45 Im 3.35

0.15 b+8h 1.50 m OK¡

2.- DETERMINACION DE ESPESOR DE LOSA POR DEFLEXIONES

Se escoje el paño mas critico : PAÑO 12

CALCULO DE LOS α TRAMO C-5

0.90 b+2(a-h) 0.90 m

0.0009422m4

= 3.887

lm = dimensión media de la franja

CALCULO DE LOS α TRAMO 5-C

0.90 b+2(a-h) 0.90 m

Inercio de la seccion en "T" :

0.30 yc 0.29m

Ib 0.0036619m4

0.0012122m4

= 3.021

H = 0.45 Im 4.31

0.30 yc 0.29m

0.15 b+8h 1.50 m

h ≥Ln

h ≥Perimetro

B = Bw + H − hf ≤ Bw + 4 ∗ hf

𝐼𝑠 =𝑙𝑚 ∗ ℎ𝑓3

α =𝐼𝑏

𝐼𝑠

B = Bw + H − hf ≤ Bw + 4 ∗ hf

α =𝐼𝑏

𝐼𝑠

Sandoval Paredes Alexander Ingenieria Civil

donde:

- Ln = Luz libre del paño en la direcc.mas larga

- β = Relac. de ln mayor a ln menor

- αm = Promedio de los valores α en todo el

perimetro del paño. Para losas sin vigas

tomar αm=0

- SE ENCUENTRA EN EL CASO :

pero no menor que 125 mm Ln =

pero no menor que 90 mm

0.30 yc 0.29m

Ib 0.0036619m4

H = 0.45 Im 1.94

CALCULO DE LOS α TRAMO D-5

0.90 b+2(a-h) 0.90 m

0.15 b+8h 1.50 m

H = 0.45 Im 2.66

0.30 yc 0.29m

0.15 b+8h 1.50 m OK¡

0.0005456m4

= 6.711

CALCULO DE LOS α TRAMO 6-C

0.90 b+2(a-h) 0.90 m

6.711= 4.628

PAÑO 12

αm =3.887 3.021 4.895

Ib 0.0036619m4

0.0007481m4

= 4.895

ENTONCES h = 0.15 m es CORRECTO

para 0.2 < αm < 2.0, h no debe ser menor que: αm > 2.0

4.600m

Para αm > 2.0, h no debe ser menor que: 0.104m

B = Bw + H − hf ≤ Bw + 4 ∗ hf

α =𝐼𝑏

𝐼𝑠

B = Bw + H − hf ≤ Bw + 4 ∗ hf

α =𝐼𝑏

𝐼𝑠

h =Ln ∗ 0.8 +

fy14000

36 + 5 ∗ β ∗ (αm − 0.2)

h =Ln ∗ 0.8 +

fy14000

36 + 9 ∗ β

h =Ln ∗ 0.8 +

fy14000

36 + 9 ∗ β

= * = * CV

Wu.cm = =

= * + * CV

= = Wu =

Acabados 100.00 kg/m2

Tabiqueria 0.00 kg/m2

CM 460.00 kg/m2

3.- METRADO DE CARGAS

Peso propio 360.00 kg/m2 s/c 100.00 kg/m2

814.00 kg/m2

DETERMINACION DE LOS MOMENTOS (COEFICIENTES ACI)

Cargas para el diceño:

Wu.cm 644.00 kg/m2 Wu.cv 170.00 kg/m2 814.00 kg/m2

644.00 kg/m2 Wu.cv 170.00 kg/m2

Wu 1.4 CM 1.7

CV 100.00 kg/m2

Wu.cm 1.4 CM Wu.cv 1.7

108.97B inf 0.006

prom 0.0070.65

sup 0.008

814.0 4.25

PAÑO 1m=A/B

Coeficientes

negativosWu Luz (m)

Mto(-) kg-

Momentos

TotalesCm Cv Cum Cuv Mcm Mcv

496.02inf 0.085

prom 0.084

0.635Coeficientes positivos Cargas

caso 9

sup 0.083

814.0 2.70

2.70inf 0.004 0.067

prom0.6

sup 0.005 0.062

0.005 0.063

Momentos

12.90 175.29inf 0.036 0.009

prom 0.035 0.010

0.034 0.011

644.0 170.0 2.70 162.38

170.0 4.25 54.74 194.89 249.63

219.85B inf 0.014

prom 0.0150.7

sup 0.017

814.0 4.25

PAÑO 2m=A/B

Coeficientes

negativosWu Luz (m)

Mto(-) kg-

Momentos

495.77inf 0.077

prom 0.076

sup 0.074

814.0 2.83

inf 0.006 0.010

prom0.65

sup 0.007 0.012

0.006 0.011

Momentos

70.43 232.20inf 0.032 0.053

prom 0.031 0.052

0.030 0.049

644.0 170.0 2.83 161.77

170.0 4.25 73.49 32.66 106.15

225.04B inf 0.014

prom 0.0150.8

sup 0.017

814.0 4.25

PAÑO 3m=A/B

Coeficientes

negativosWu Luz (m)

Mto(-) kg-

Momentos

671.64inf 0.078

prom 0.077

sup 0.075

814.0 3.28

3.28inf 0.007 0.013

prom0.75

sup 0.010 0.017

0.008 0.015

Momentos

80.95 289.70inf 0.031 0.046

prom 0.030 0.044

0.029 0.042

644.0 170.0 3.28 208.75

170.0 4.25 96.62 45.26 141.88

163.59B inf 0.017

prom 0.0180.85

sup 0.021

814.0 3.3

PAÑO 4m=A/B

Coeficientes

negativosWu Luz (m)

Mto(-) kg-

Momentos

438.58inf 0.075

prom 0.074

sup 0.072

814.0 2.70

2.70inf 0.010 0.017

prom0.80

sup 0.013 0.02

0.011 0.018

Momentos

50.70 185.14inf 0.029 0.042

prom 0.029 0.041

0.028 0.039

644.0 170.0 2.70 134.44

170.0 3.3 77.78 33.49 111.27

282.86B inf 0.031

prom 0.0320.9

sup 0.037

814.0 3.3

PAÑO 5m=A/B

Coeficientes

negativosWu Luz (m)

Mto(-) kg-

Momentos

386.22inf 0.06

prom 0.059

sup 0.055

814.0 2.83

2.83inf 0.012 0.019

prom0.85

sup 0.014 0.022

0.012 0.019

Momentos

49.76 171.98inf 0.024 0.037

prom 0.024 0.037

0.022 0.034

644.0 170.0 2.83 122.22

170.0 3.3 86.28 36.02 122.30

288.23B inf 0.029

prom 0.0331.00

sup 0.033

814.0 3.3

PAÑO 6m=A/B

Coeficientes

negativosWu Luz (m)

Mto(-) kg-

Momentos

538.44inf 0.065

prom 0.061

sup 0.061

814.0 3.28

3.28inf 0.017 0.025

prom0.95

sup 0.020 0.028

0.020 0.028

Momentos

55.31 215.50inf 0.024 0.032

prom 0.023 0.030

0.023 0.030

644.0 170.0 3.28 160.19

170.0 3.3 137.71 51.16 188.88

292.34B inf 0.055

prom 0.0530.95

sup 0.050

814.0 2.6

PAÑO 7m=A/B

Coeficientes

negativosWu Luz (m)

Mto(-) kg-

Momentos

250.98inf 0.037

prom 0.038

caso 2

sup 0.041

814.0 2.83

2.83inf 0.022 0.045

prom0.90

sup 0.020 0.040

0.021 0.043

Momentos

41.52 117.60inf 0.014 0.029

prom 0.015 0.030

0.016 0.033

644.0 170.0 2.83 76.07

170.0 2.6 92.51 49.56 142.08

156.65B inf 0.014

prom 0.0170.8

sup 0.017

814.0 3.4

PAÑO 8m=A/B

Coeficientes

negativosWu Luz (m)

Mto(-) kg-

Momentos

447.15inf 0.078

prom 0.075

sup 0.075

814.0 2.70

2.70inf 0.007 0.013

prom0.75

sup 0.010 0.017

0.010 0.017

Momentos

52.63 189.89inf 0.031 0.046

prom 0.029 0.042

0.029 0.042

644.0 170.0 2.70 137.25

170.0 3.4 71.82 32.48 104.30

278.42B inf 0.027

prom 0.0300.85

sup 0.031

814.0 3.4

PAÑO 9m=A/B

Coeficientes

negativosWu Luz (m)

Mto(-) kg-

Momentos

402.66inf 0.065

prom 0.062

caso 2

sup 0.060

814.0 2.83

2.83inf 0.011 0.017

prom0.80

sup 0.012 0.019

0.012 0.018

Momentos

52.30 179.72inf 0.026 0.041

prom 0.025 0.038

0.024 0.037

644.0 170.0 2.83 127.43

170.0 3.4 86.71 35.95 122.66

283.96B inf 0.029

prom 0.0301.00

sup 0.033

814.0 3.4

PAÑO 10m=A/B

Coeficientes

negativosWu Luz (m)

Mto(-) kg-

Momentos

558.92inf 0.065

prom 0.064

caso 9

sup 0.061

814.0 3.28

3.28inf 0.017 0.025

prom0.95

sup 0.020 0.028

0.018 0.026

Momentos

57.45 221.69inf 0.024 0.032

prom 0.024 0.031

0.023 0.030

644.0 170.0 3.28 164.24

170.0 3.4 133.13 50.86 183.99

179.76B inf 0.008

prom 0.0110.6

sup 0.011

814.0 4.53

PAÑO 11m=A/B

Coeficientes

negativosWu Luz (m)

Mto(-) kg-

Momentos

529.55inf 0.092

prom 0.089

caso 4

sup 0.089

814.0 2.70

2.70inf 0.005 0.007

prom0.55

sup 0.007 0.009

0.007 0.009

Momentos

83.53 333.47inf 0.056 0.072

prom 0.053 0.067

0.053 0.067

644.0 170.0 2.70 249.94

170.0 4.53 90.41 30.84 121.25

300.07B inf 0.014

prom 0.0160.7

sup 0.017

814.0 4.8

PAÑO 12m=A/B

Coeficientes

negativosWu Luz (m)

Mto(-) kg-

Momentos Momentos

656.80inf 0.077

prom 0.075

caso 4

sup 0.074

814.0 3.28

170.0 4.8 153.32 50.92 204.243.28

inf 0.009 0.011

prom0.65

sup 0.011 0.014

0.010 0.013

COMPENSACION DE LOS MOMENTOS NEGATIVOS

(Los momentos se encuentran en unidades de Kg-m)

PAÑOMomento en

direccion BVerf

Momt.de

DiseñoPAÑO

Momento en

direccion AVerf.

Momt.de

Diseño

107.30 435.24inf 0.050 0.062

prom 0.047 0.059

0.046 0.057

644.0 170.0 3.28 327.94

M- 495.77 495.77

108.974 108.974

M+ 175.29 175.29 M+ 249.634 249.6341

M- 58.43 58.43

M- 496.02ok¡

496.02

OK¡163.590

M- 495.77REP.

590.18 M- 163.590

163.590 132.846

M+ 232.20 232.20 M+ 111.274 111.274

156.646

M- 108.974REP.

132.846

M- 96.57 96.57 M- 156.646OK¡

M+ 289.70 289.70 M+ 104.302 104.302

40.417 40.417

671.64 590.18

M- 156.646 156.646

M- 538.44 467.94

M- 282.857 247.390

M- 386.22REP.

467.94

M- 61.71 61.71

M- 179.762 179.762

386.22 386.22

M- 219.851 219.851

185.14 185.14 M+ 121.250 121.250

M- 438.58ok¡

438.58 M-

REP.247.390M- 219.851

M+ 171.98 171.98 M+ 106.145 106.145

282.857

M- 250.98 250.98

M- 292.340 292.340

M- 71.83 71.83 M- 282.857OK¡

M+ 215.50 215.50 M+ 122.299 122.299

M+ 189.89 189.89 M+ 122.660 122.660

OK¡292.340

M- 63.30 63.30

M- 278.421 278.421

117.60 117.60 M+ 142.076 142.076

M- 250.98 250.98 M- 292.340

179.72 179.72 M+ 141.881 141.881

M- 402.66REP.

486.55 M-

278.421

M- 402.66 402.66

M- 225.040 225.040

M- 447.15ok¡

447.15 M- 278.421

M- 73.89797 73.90 M- 283.956 283.956

252.659

M+ 221.69 221.69 M+ 188.876 188.876

225.040REP.

252.659

M- 558.92 486.55

M- 288.229

283.956 283.956

M+ 333.47 333.47 M+ 183.992 183.99211

M- 111.1557 111.16

M- 529.55 529.55 M-

300.073

M+ 435.24 435.24 M+ 435.242 435.242

283.956OK¡

283.956

M- 656.80 656.80

M- 300.073

M- 145.0806 145.08 M- 68.081 68.081

435.24

179.76 300.07

156.65 278.42 283.96

DISTRIBUCION DE MOMENTOS

40.41675 68.0806

145.081

111.156 529.55 656.80

333.47

292.34

8250.98 250.98

117.60

292.34

73.898

189.89 179.72 221.69

156.65 278.42 283.96

963.30 447.15 402.66 402.66 558.92

185.14 171.98 215.50

163.59 282.86 288.23

61.7132 438.58 386.22 386.22 538.44 71.83

163.59 282.86 288.23

175.29 232.20 289.70

108.97 219.85 225.04

58.4289 496.02 495.77 495.77 671.64 96.57

108.97 219.85 225.04

150.21 150.21 150.21

= " Ø " @

rec 2.50 cm S 0.33

b 100.00 cm

f'c 210 kg/cm2 Asmin 0.0018*b*d db

fy 4200 kg/cm2 Asmin 2.16 cm2

DISEÑO POR FLEXION EN LA DIRECCION "B"

Datos para Diseño : Area de acero Minimo

db 12.02 cm

DIRECCION B

PAÑOMoment.

a (cm)

requeridaDistribucion

Ø 3/8 ASUMIENDO 3/8 0.30

h 15.00 cm Asmin 2.38 cm2

2.38 Ø 3/8" @ 0.30

M+ 175.29 12.02 0.09 0.39 2.38 Ø 3/8" @ 0.30

M- 58.43 12.02 0.03 0.13

M- 496.02 12.02 0.26

Ø 3/8" @ 0.30

M+ 232.20 12.02 0.12 0.51 2.38 Ø 3/8" @ 0.30

1.10 2.38 Ø 3/8" @ 0.30

M- 495.77 12.02 0.26 1.10 2.38

289.70 12.02 0.15 0.64 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 590.18 12.02 0.31 1.32 2.38 Ø 3/8" @ 0.30

M- 590.18 12.02 0.31 1.32 2.38

185.14 12.02 0.10 0.41 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 61.71 12.02 0.03 0.14 2.38 Ø 3/8" @ 0.30

M- 96.57 12.02 0.05 0.21 2.38

171.98 12.02 0.09 0.38 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 386.22 12.02 0.20 0.86 2.38 Ø 3/8" @ 0.30

M- 438.58 12.02 0.23 0.97 2.38

215.50 12.02 0.11 0.48 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 467.94 12.02 0.24 1.04 2.38 Ø 3/8" @ 0.30

M- 467.94 12.02 0.24 1.04 2.38

117.60 12.02 0.06 0.26 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 250.98 12.02 0.13 0.56 2.38 Ø 3/8" @ 0.30

M- 71.83 12.02 0.04 0.16 2.38

189.89 12.02 0.10 0.42 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 63.30 12.02 0.03 0.14 2.38 Ø 3/8" @ 0.30

M- 250.98 12.02 0.13 0.56 2.38

179.72 12.02 0.09 0.40 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 402.66 12.02 0.21 0.89 2.38 Ø 3/8" @ 0.30

M- 447.15 12.02 0.23 0.99 2.38

221.69 12.02 0.12 0.49 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 486.55 12.02 0.25 1.08 2.38 Ø 3/8" @ 0.30

M- 486.55 12.02 0.25 1.08 2.38

333.47 12.02 0.17 0.74 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 111.16 12.02 0.06 0.25 2.38 Ø 3/8" @ 0.30

M- 73.90 12.02 0.04 0.16 2.38

435.24 12.02 0.23 0.97 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 656.80 12.02 0.34 1.47 2.38 Ø 3/8" @ 0.30

M- 529.55 12.02 0.28 1.18 2.38

Ø 3/8" @ 0.30M- 145.08 12.02 0.08 0.32 2.38

= " Ø " @

fy 4200 kg/cm2 Asmin 1.99 cm2

rec 2.50 cm S 0.36

DISEÑO POR FLEXION EN LA DIRECCION "A"

Datos para Diseño : Area de acero Minimo

f'c 210 kg/cm2 Asmin 0.0018*b*d

DIRECCION A

PAÑOMoment.

a (cm)

requeridaDistribucion

h 15.00 cm Asmin 2.38 cm2

da 11.07 cm

b 100.00 cm

Ø 3/8 ASUMIENDO 3/8

2.38 Ø 3/8" @ 0.30

M+ 249.63 12.02 0.13 0.55 2.38 Ø 3/8" @ 0.301

M- 108.97 11.07 0.06 0.26

M- 132.85 12.02 0.07

Ø 3/8" @ 0.30

M+ 111.27 12.02 0.06 0.25 2.38 Ø 3/8" @ 0.30

0.29 2.38 Ø 3/8" @ 0.30

M- 132.85 12.02 0.07 0.29 2.38

104.30 12.02 0.05 0.23 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 156.65 12.02 0.08 0.35 2.38 Ø 3/8" @ 0.30

M- 163.59 12.02 0.08 0.36 2.38

121.25 12.02 0.06 0.27 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 179.76 12.02 0.09 0.40 2.38 Ø 3/8" @ 0.30

M- 156.65 12.02 0.08 0.35 2.38

106.15 12.02 0.06 0.23 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 219.85 12.02 0.11 0.49 2.38 Ø 3/8" @ 0.30

M- 40.42 12.02 0.02 0.09 2.38

122.30 12.02 0.06 0.27 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 247.39 12.02 0.13 0.55 2.38 Ø 3/8" @ 0.30

M- 247.39 12.02 0.13 0.55 2.38

142.08 12.02 0.07 0.31 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 292.34 12.02 0.15 0.65 2.38 Ø 3/8" @ 0.30

M- 282.86 12.02 0.15 0.63 2.38

122.66 12.02 0.06 0.27 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 278.42 12.02 0.15 0.62 2.38 Ø 3/8" @ 0.30

M- 292.34 12.02 0.15 0.65 2.38

141.88 12.02 0.07 0.31 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 225.04 12.02 0.12 0.50 2.38 Ø 3/8" @ 0.30

M- 278.42 12.02 0.15 0.62 2.38

188.88 12.02 0.10 0.42 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 252.66 12.02 0.13 0.56 2.38 Ø 3/8" @ 0.30

M- 252.66 12.02 0.13 0.56 2.38

183.99 12.02 0.10 0.41 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 283.96 12.02 0.15 0.63 2.38 Ø 3/8" @ 0.30

M- 283.96 12.02 0.15 0.63 2.38

Ø 3/8" @ 0.30M- 68.08 12.02 0.04 0.15 2.38

435.24 12.02 0.23 0.97 2.38 Ø 3/8" @ 0.30

Ø 3/8" @ 0.30

M- 300.07 12.02 0.16 0.66 2.38 Ø 3/8" @ 0.30

M- 283.96 12.02 0.15 0.63 2.38

Losa Maciza Aci 7

Documents

Transcript of Losa Maciza Aci 7

LOSA Maciza 3 Tramos

UNIVERSIDAD TÉCNICA DE AMBATO - repo.uta.edu.ecrepo.uta.edu.ec/bitstream/123456789/2101/1/Analisis metodo Push... · 6.6.6.- Equivalencia de una losa alivianada a una losa maciza.48

REPUBLICA BOLIVARIANA DE VENEZUELA · PDF file2.2.13 Ejemplo de losa maciza ... la información dada en la materia y de esta forma realizar el cálculo de diseño de una losa nervada

Í N D I C E D E P L A N O Soa.upm.es/48181/11/TFM_Sergio_Torre_Castelar_Planos.pdf · Losa maciza 10 kN/m2 Losa aligerada unidireccional 4.75 kN/m2 Losa aligerada bidireccional 5.75

Evaluación de técnicas no destructivas en elementos … · concreto para puentes Non-destructive techniques in concrete elements for bridges’ evalutation ... losa maciza como

Losa Maciza en 2 Direcciones

Curso de Análisis de Estructuras de Mampostería...Propiedades, análisis de carga Losa de piso Concepto Carga Kg/m² Losa maciza de peralte total h = 10 cm. 240 Aplanado de yeso

Losa Maciza

· Losa maciza Losa reticular Sistema de techo Igual al de piso Lámina Cimentación Zapatas aisladas Zapatas corridas Pilotes / pilas Cimiento de piedra No se sabe Losa de cimentación

13845899 Diseno de Losa Maciza NTC 2004 RCDF

NO SOPORTA LAS FUERZAS GENERADAS EN UN … · Losas planas Se apoyan direc-tamente en las columnas. Los cristales no so-portan las fuerzas que se ejercen y se ... Maciza La losa maciza

INDICE CAPÍTULO 2. TIPOS DE CARGAS CAPÍTULO … · Losa maciza sin viga de borde Puente Evripos (Grecia) 35 Figura 1. 13. Tablero con losa aligerada y vigas de borde. 36 Figura

ESTUDIO DEL COMPORTAMIENTO ESTRUCTURAL DE · PDF fileLa losa maciza de concreto reforzado perimetralmente apoyada ... daciones para mejorar los procesos de diseño y construcción

Losa Maciza-primer Piso

diseño de losa maciza NTC 2004 RCDF

LOSA Maciza 3 Tramos 2 Luces

Encofrado de Losa 2 DIRECCIONES Maciza

· ramo 'Iternativa I Recomendada osto olumnas, vigas,muros de ladrillo, tarrajeados y pintados, muro de contencion, losa aligerada, con cobertura de losa maciza en zonas de

Diseño de Losa Maciza - Aula 01

SISTEMAS CONSTRUCTIVOS · losa nervada, casetonada o reticular. losa maciza muro de carga zapata aislada firmes de concreto trabes. losa maciza muro de carga zapata aislada firmes