1er calculo sercha

7/29/2019 1er Calculo sercha

1/14

DATOS

Pendiente 23.19859

Calamina 0.8 x 1.75

Nro cabios 3

Luz entre serchas 4

CALCULO DE LA SERCHA PRATT

Analisis de carga

Carga Muerta

Calamina 6 Kg/m2

Peso Listones 10 Kg/m3

Carga Viva

Nieve 60 Kg/m2Viento 100 Km/h

Carga de viento q= 48.8 Kg/m2

Barlovento Cd= -0.45

Sotavento Cd= -0.6

Pbarl= -21.96 Kg/m2 succion

Psota= -29.28 Kg/m2 succion

Calculo de los listones

Sig Adm 85

q= 76 Kg/m2

Luz listones 1.33 mts

Espaciamiento 0.725 mts

Q lineal qc= 55.1 Kg/mt

Flexin

Mt= 9.80 Kg*mt

46.24 Kg/cm2

z= 21.18

A= 27.52

adm'


2/14

Listones 2 3 I= 101.95

1.63 2.63

Calculo de cabios

Pes. Cabios 5 Kg/mt

q= 76 Kg/m2qc= 106.33 Kg/mt

Luz apoyo de Cabios 2.5

Flexin

Mt= 66.46 Kg*mt

z= 78.19 Kg/cm3

A= 95.26

Cabios 3 6 I= 1620.51

2.63 5.63Corte

R= 132.92 Kg

T= 2.09 < 8 Kg/cm2

Flecha

f= 0.27 cm

fadm= 0.71 cm

Aplastamiento cabio y liston

T= 9.66 < 25 Kg/cm2

Calculo de correas

P= 398.75 Kg

Luz correas 4 mts

0 46.24 Kg/cm2

Flexin

Mt= 398.75 Kg*mt

z= 862.37 Kg/cm3

A= 344.757

Correas 6 10 I= 16728.1

5.63 9.50


3/14

Corte

R= 199.38 Kg

T= 0.87 < 8 Kg/cm2

Flechaf= 0.32 cm

fadm= 1.14 cm

Aplastamiento

T= 21.26 < 25 Kg/cm2

Cubicaje

Luz Viga= 14

Ancho Viga= 20

Nro de cabios=


4/14

NOTA

SI DIM > 6"

camiar formula por -0.5

cm2


5/14

cm4

cm2

cm4

cm2

cm4


6/14

DATOS

Pendiente 23.19859

Calamina 0.8 x 1.75

Nro cabios 3

Luz entre serchas 4

CALCULO DE LA SERCHA PRATT

Analisis de carga

Carga Muerta

Calamina 6 Kg/m2

Peso Listone 10 Kg/m3

Carga Viva

Nieve 60 Kg/m2Viento 100 Km/h

Carga de viento q= 48.8 Kg/m2

Barlovento Cd= -0.45

Sotavento Cd= -0.6

Pbarl= -21.96 Kg/m2 succion

Psota= -29.28 Kg/m2 succion

Calculo de los listones

Sig Adm 85

q= 76 Kg/m2

Luz listones 1.33 mts

Espaciamento 0.725 mts

Q lineal qc= 55.1 Kg/mt

Flexin

Mt= 9.80 Kg*mt

Sig Adm''= 46.24 Kg/cm2

z= 21.18

A= 27.52


7/14

Listones 2 3 I= 101.95

1.63 2.63

Calculo de cabios

Pes. Cabios 5 Kg/mt

q= 76 Kg/m2qc= 106.33 Kg/mt

Luz apoyo de Cabios 1.5

Flexin

Mt= 23.93 Kg*mt

z= 28.15 Kg/cm3

A= 38.00

Cabios 2 4 I= 268.49

1.63 3.63Corte

R= 79.75 Kg

T= 3.15 < 8 Kg/cm2

Flecha

f= 0.21 cm

fadm= 0.43 cm

Aplastamiento cabio y liston

T= 9.36 < 5 Kg/cm2

Calculo de correas

P= 239.25 Kg

Luz correas 4 mts

Sig Adm''= 46.24 Kg/cm2

Flexin

Mt= 239.25 Kg*mt

z= 517.42 Kg/cm3

A= 272.177

Correas 6 8 I= 8231.14

5.63 7.50


8/14

Corte

R= 119.63 Kg

T= 0.66 < 8 Kg/cm2

Flechaf= 0.39 cm

fadm= 1.14 cm

Aplastamiento

T= 20.61 < 5 Kg/cm2


9/14

NOTA

SI DIM > 6"

camiar formula por -0.5

cm2


10/14

cm4

cm2

cm4

cm2

cm4


11/14

DIMENSION DIMENSION AREA Ixx Sxx IyyNOMINAL REAL DE LA MOMENTO MODULO MOMENTO

SECCION DE INERCIARESISTENTEDE INERCIAPulgadas Pulgadas cm2 cm4 cm3 cm4

2 2 2 x 2 1 5/8 x 1 5/8 17.04 24.19 11.72

2 3 x 3 x 2 5/8 27.52 101.95 30.58

2 4 2 x 4 1 5/8 x 3 5/8 37.99 265.30 58.30 54.08

2 6 x 6 x 5 5/8 58.95 1002.50 140.00 83.62

2 8 x 8 x 7 1/2 78.63 2375.60 280.00 140.20

2 10 x 10 x 9 1/2 99.59 4829.80 400.00 141.40

2 12 x 12 x 11 1/2 120.55 8567.50 587.00 171.00

2 14 x 14 x 13 1/2 141.51 13860.30 809.00 200.90

2 16 x 16 x 15 1/2 162.47 20977.60 1060.00 230.40

2 18 x 18 x 17 1/2 185.43 30191.20 1359.00 260.00

3 4 3 x 4 2 5/8 x 3 5/8 61.40 433.50 94.10 227.10

3 6 x 6 x 5 5/8 95.26 1620.00 226.70 352.80

3 8 x 8 x 7 1/2 127.00 3840.00 403.10 470.00

3 10 x 10 x 9 1/2 160.86 7802.00 646.70 598.70

3 12 x 12 x 11 1/2 194.72 3840.00 947.70 720.90

3 14 x 14 x 13 1/2 228.58 22390.00 1306.00 846.60

3 16 x 16 x 15 1/2 262.45 33888.00 1722.00 971.80

3 18 x 18 x 17 1/2 296.31 48770.00 2195.00 1097.00

4 4 4 x 4 3 5/8 x 3 5/8 84.75 598.60 130.00 598.60

4 6 x 6 x 5 5/8 131.51 2236.00 513.00 928.90

4 8 x 8 x 7 1/2 175.37 5302.00 553.00 1238.00

4 10 x 10 x 9 1/2 222.13 10775.00 893.20 1569.00

4 12 x 12 x 11 1/2 268.90 19112.00 1309.00 1899.00

4 14 x 14 x 13 1/2 315.66 30919.00 1804.00 2229.00

4 16 x 16 x 15 1/2 362.42 46797.00 2378.00 2560.004 18 x 18 x 17 1/2 409.18 67350.00 3031.00 2890.00

6 6 6 x 6 5 1/2 x 5 1/2 195.11 3172.40 454.20 3172.40

6 8 x 8 x 7 1/2 226.06 8044.40 844.00 4326.00

6 10 x 10 x 9 1/2 337.01 16347.00 1355.00 5479.00

6 12 x 12 x 11 1/2 407.96 28998.00 1986.00 6635.00

6 14 x 14 x 13 1/2 478.91 46911.00 2736.00 7786.00

6 16 x 16 x 15 1/2 549.86 71002.00 3607.00 8940.00

6 18 x 18 x 17 1/2 620.81 102185.00 4598.00 10090.00

8 8 8 x 8 7 1/2 x 7 1/2 362.81 10969.00 1152.00 10969.00

8 10 x 10 x 9 1/2 459.56 22292.00 1848.00 13894.00

8 12 x 12 x 11 1/2 556.31 39543.00 2708.00 16819.00

8 14x 14 x 13 1/2 653.06 63970.00 3732.00 19744.00

8 16 x 16 x 15 1/2 749.81 96821.00 4919.00 22669.00

8 18 x 18 x 17 1/2 846.56 139344.00 6270.00 25594.00

10 10 10 x 10 9 1/2 x 9 1/2 582.11 28236.00 2341.00 28236.00

10 12 x 12 x 11 1/2 704.66 50088.00 3430.00 34181.00

10 14 x 14 x 13 1/2 827.21 81029.00 4727.00 40125.00

10 16 x 16 x 15 1/2 949.76 122640.00 6231.00 46070.00

10 18 x 18 x 17 1/2 1072.31 176502.00 7943.00 52014.00

12 12 12 x 12 11 1/2 x 11 1/2 853.01 60632.00 4152.00 60632.00

TABLA PARA EL DIMENSIONADO DE PIEZAS DE


12/14

12 14 x 14 x 13 1/2 1001.36 98097.00 5722.00 71177.00

12 16 x 16 x 15 1/2 1149.71 148548.00 7543.00 81722.00

12 18 x 18 x 17 1/2 1298.00 213661.00 9615.00 92266.00

14 14 14 x 14 13 1/2 x 13 1/2 1175.51 115146.00 6717.00 115146.00

14 16 x 16 x 15 1/2 1349.66 174277.00 8854.00 132200.00

14 18 x 18 x 17 1/2 1523.81 250819.00 11287.00 149260.00

14 20 x 20 x 19 1/2 1697.96 347016.00 14014.00 166320.00

Peso especfico g =

y

y

xx6

2bh

S


13/14

Syy PESO POR PIES2 IxxMODULO UNIDAD DEPOR METRO MOMENTO

RESISTENTE LONGITUD LINEAL DE INERCIAcm3 kg/m

1.625 1.625 24.1861689

1.625 2.625 101.951803

26.21 2.24 2.187 1.625 3.625 268.491795

40.62 3.78 3.281 1.625 5.625 1003.17007

54.05 5.04 4.374 1.625 7.5 2377.88461

58.47 6.58 5.468 1.625 9.5 4832.56608

82.88 7.72 6.562 1.625 11.5 8572.36209

97.30 9.06 7.645 1.625 13.5 13867.823

111.70 10.04 8.760 1.625 15.5 20989.4994

126.10 11.76 9.845 1.625 17.5 30207.9415

68.14 3.93 3.281 2.625 3.625 433.717515

105.80 6.10 4.921 2.625 5.625 1620.5055

141.00 8.14 6.562 2.625 7.5 3841.19821178.70 10.31 8.202 2.625 9.5 7806.45291

216.40 12.48 9.843 2.625 11.5 13847.6618

253.90 14.64 11.483 2.625 13.5 22401.868

291.60 16.81 13.124 2.625 15.5 33906.1144

328.20 19.05 14.763 2.625 17.5 48797.444

130.00 5.43 4.374 3.625 3.625 598.943235

201.80 8.42 6.562 3.625 5.625 2237.84092

269.10 11.23 8.749 3.625 7.5 5304.51182

340.90 14.24 10.936 3.625 9.5 10780.3397

412.60 17.23 13.124 3.625 11.5 19122.9616

484.40 20.24 15.311 3.625 13.5 30935.9129

556.10 23.40 17.498 3.625 15.5 46822.7294627.80 26.19 19.686 3.625 17.5 67386.9465

454.20 12.50 9.843 5.5 5.5 3173.98141

619.30 16.96 13.124 5.5 7.5 8048.22483

784.60 21.58 16.404 5.5 9.5 16356.3775

949.70 26.04 19.685 5.5 11.5 29014.1486

1114.80 30.65 22.967 5.5 13.5 46937.2472

1280.10 35.12 26.248 5.5 15.5 71041.3825

1445.00 39.73 29.529 5.5 17.5 102242.264

1152.00 23.21 17.498 7.5 7.5 10974.852

1458.80 29.46 21.873 7.5 9.5 22304.1512

1765.90 35.56 26.247 7.5 11.5 39564.7481

2073.10 41.66 30.6457.5 13.5 64005.3371

2380.20 47.62 35.041 7.5 15.5 96874.6125

2687.30 54.16 39.372 7.5 17.5 139421.269

2310.70 37.20 27.341 9.5 9.5 28251.9248

2833.40 45.09 32.809 9.5 11.5 50115.3476

3326.10 52.97 38.322 9.5 13.5 81073.427

3819.00 60.86 43.801 9.5 15.5 122707.843

4311.70 68.60 49.215 9.5 17.5 176600.273

4152.00 54.61 39.371 11.5 11.5 60665.9471

MADERA


14/14

4874.00 64.13 45.934 11.5 13.5 98141.5169

5596.20 73.66 52.496 11.5 15.5 148541.073

6318.30 83.18 59.058 11.5 17.5 213779.278

5716.00 75.29 53.644 13.5 13.5 115209.607

7711.00 86.45 61.289 13.5 15.5 174374.303

8707.00 97.61 68.901 13.5 17.5 250958.283

9702.00 108.00 76.556 13.5 19.5 347209.199

640 kg / m3

12

3bh

I

1er calculo sercha

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