proyecto de acero y madera

INSTITUTO UNIVERSITARIO POLITÉCNICO“SANTIAGO MARIÑO”

EXTENSIÓN PORLAMARPROLONGACION DE LA AV. 4 DE MAYO

ESCUELA DE INGENIERIA CIVIL

PROFESOR:

ING.: SIMÓN ZABALA

BACHILLERES:GONZÁLEZ, ROSMARY C.I: 18.400.995VELÁSQUEZ, ARGENIS C.I: 20.326.348

AMUNDARAIN, CARLOS C.I: 17.848.597DÍAZ, ANA C.I: 17.419.610

PORLAMAR, ENRO DEL 2013

CALCULO DE LOSAS DE TECHO

LOSAS DE TECHO

Separación de correas

Losa N° 1

At= 1.50m

Sep= 0.70m

Nºc = (1.50m/0.7m) + 1= 3.14 ≈ 4 correas

Sep= 1.50 / (4-1) = 0.50 m

Losa N° 2

At= 6.00m

Sep= 0.70m

Nºc = (6.00m/0.7m) + 1= 9.57 ≈ 10 correas

Sep= 6.00 / (10-1) = 0.67 m

Losa N° 3

At= 6.00m

Sep= 0.70m

Nºc = (6.00m/0.7m) + 1= 9.57 ≈ 10 correas

Sep= 6.00 / (10-1) = 0.67 m

Losa N° 4

At= 2.50m

Sep= 0.70m

Nºc = (2.50m/0.7m) + 1= 4.57 ≈ 5 correas

Sep= 2.50 / (5-1) = 0.625 m

Análisis de carga

Loseta de concreto 0.08*2500 = 200 kg/m2

P.P de losa cero Nº 26 4.87 kg/m2

Manto 15 kg/m2

Total 194.87 kg/m

C.V= 100 kg/m2

C.T = 1.4 (C.P) +1.7 (C.V)C.T= 1.4 (194.87 kg/m2) + 1.7 (100kg/m2)

C.T = 442.82kg/m2

Carga por correas = C.T * Sep.c + P.P corr.

Correas IPN 100 Peso: 8.34 kg/m

Losa N° 1

Carga por correas = 442.82 kg/m2 * 0.50m + 8.34kg/m

Carga por correas = 229.75 kg/m = 230 kg/m

Losa N° 2



Losa N° 3



Losa N° 4



LOSA DE TECHO N° 1

2 3 40.278 t.m 0.176 t.m

0.409 t.m

Momentos positivos

M+l1 = (358 kg)2 / 2(230) = 278.62 kg.m

M+l2 = [(519 kg)2 / 2(230)] – 409 = 176.57 kg.m

Momento de diseño = 409 kg.m

E = 2.1x106

Raf = 1800kg/cm2

S(x)= 409kg .m X 100cm1800kg

cm2x1m

S(x) = 22.72 cm3

IPN 100

S(x) =34.2 cm3

I(x) = 171 cm4

Tramo 2-3

Fadm = L240 =

400240= 1.67 cm

Fact = 5 x 230x 400 ⁴

384 x2.1 x10⁶ x171 x100 - 409 x 400 ² x 10016 x2.1 x10⁶x 171

Fact = 0.99 cm < Fadm

Tramo 3.4

Fadm = L240 =

350240= 1.46 cm

Fact = 5x 230 x350 ⁴

384 x2.1 x10⁶ x171 x100 - 409 x350 ² x 10016 x2.1 x10⁶x 171


LOSA DE TECHO N° 2

1 2 3 40.280 t.m

0.184 t.m0.282 t.m

0.436 t.m 0.436 t.m

Momentos positivos

M+l1 = (417 kg)2 / 2(310) = 280.47 kg.m

M+l2 = [(620 kg)2 / 2(310)] – 436 = 184 kg.m

M+l3 = [(667 kg)2 / 2(310)] – 436 = 281.56 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 436kg .m X 100cm1800kg

cm2x1m

S(x) = 24.22 cm3

IPN 100

S(x) =34.2 cm3

I(x) = 171 cm4

Tramo 1-2

Fadm = L240 =

350240= 1.46 cm

Fact = 5x 310 x350 ⁴

384 x2.1 x10⁶ x171 x100 - 436 x350 ² x 10016 x2.1 x10⁶x 171


Tramo 2-3

Fadm = L240 =

400240= 1.67 cm

Fact = 5 x 310x 400 ⁴

384 x2.1 x10⁶ x171 x100 - 872x 400 ² x 10016 x2.1 x10⁶x 171


Tramo 3-4

Fadm = L240 =

350240= 1.46 cm

Fact = 5x 310 x350 ⁴

384 x2.1 x10⁶ x171 x100 - 436 x350 ² x 10016 x2.1 x10⁶x 171


LOSA DE TECHO N° 3

1 2 3 40.280 t.m0.184 t.m

0.282 t.m

0.379 t.m 0.452 t.m0.223 t.m

Momentos positivos

M+l1 = [(497 kg)2 / 2(310)] – 223 = 147.06 kg.m

M+l2 = [(602 kg)2 / 2(310)] – 379 = 205.52 kg.m

M+l3 = [(671 kg)2 / 2(310)] – 452 = 274.20 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 452kg .m X100cm1800kg

cm2x1m

S(x) = 25.11cm3

IPN 100

S(x) =34.2 cm3

I(x) = 171 cm4

Tramo 1-2

Fadm = L240 =

350240= 1.46 cm

Fact = 5x 310 x350 ⁴

384 x2.1 x10⁶ x171 x100 - 352.58x 350 ² x10016 x 2.1x 10⁶x 171


Tramo 2-3

Fadm = L240 =

400240= 1.67 cm

Fact = 5 x 310x 400 ⁴

384 x2.1 x10⁶ x171 x100 - 479.72 x 400 ² x 10016 x2.1 x10⁶ x171

Fact = 1,54 cm < Fadm

Tramo 3-4

Fadm = L240 =

350240= 1.46 cm

Fact = 5x 310 x350 ⁴

384 x2.1 x10⁶ x171 x100 - 274.20x 350 ² x10016 x 2.1x 10⁶x 171


LOSA DE TECHO N° 4

Momentos positivos

M+l1 = [(507 kg)2 / 2(290)] = 443.19 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 443kg .m X 100cm1800kg

cm2x1m

0.443 t.m1 2

S(x) = 24.61cm3

IPN 100

S(x) =34.2 cm3

I(x) = 171 cm4

Tramo 1-2

Fadm = L240 =

350240= 1.46 cm

Fact = 5x 290 x350 ⁴

384 x2.1 x10⁶ x171 x100 =


CALCULO DE LOSAS DE ENTREPISO

LOSAS DE ENTREPISO

Separación de correas

Losa N° 1

At= 1.50m

Sep= 0.70m

Nºc = (1.50m/0.7m) + 1= 3.14 ≈ 4 correas

Sep= 1.50 / (4-1) = 0.50 m

Losa N° 2

At= 6.00m

Sep= 0.70m

Nºc = (6.00m/0.7m) + 1= 9.57 ≈ 10 correas

Sep= 6.00 / (10-1) = 0.67 m

Losa N° 3

At= 6.00m

Sep= 0.70m

Nºc = (6.00m/0.7m) + 1= 9.57 ≈ 10 correas

Sep= 6.00 / (10-1) = 0.67 m

Losa N° 4

At= 1.00m

Sep= 0.70m

Nºc = (1.00 m/0.7m) + 1= 2.43 ≈ 3 correas

Sep= 1.00/ (3-1) = 0.50 m

Análisis de carga

Loseta de concreto 0.10*2500 = 250 kg/m2

P.P de losa cero Nº 26 4.87 kg/m2

Tabiquería 150 kg/m2

Total 404.87 kg/m2

C.V= 175 kg/m2

C.T = 1.4 (C.P) +1.7 (C.V)C.T= 1.4 (404.87 kg/m2) + 1.7 (175kg/m2)

C.T = 864.32kg/m2

Carga por correas = C.T * Sep.c + P.P corr.

Correas IPN 100 Peso: 8.34 kg/m

Losa N° 1



Losa N° 2



Losa N° 3



Losa N° 4



LOSA DE ENTREPISO N° 1

0.801 t.m

0.409 t.m0.409 t.m2 3 4

Momentos positivos

M+l1 = (700 kg)2 / 2(450) = 544.44 kg.m

M+l2 = [(1016 kg)2 / 2(450)] – 801 = 345.95 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 801kg .mX 100cm1800kg

cm2x 1m

S(x) = 44.5 cm3

IPN 120

S(x) = 54.7 cm3

I(x) = 328 cm4

Tramo 2-3

Fadm = L240 =

400240= 1.67 cm

Fact = 5 x 450 x 400 ⁴

384 x2.1 x10⁶ x3.28 x100 - 801x 400 ² x 10016 x2.1 x10⁶x 328

Fact = 1,02 cm < Fadm

Tramo 3-4

Fadm = L240 =

350240= 1.46 cm

Fact = 5x 450 x 350 ⁴

384 x2.1 x10⁶ x328 x100 - 801 x350 ² x10016 x2.1 x10⁶x 328


LOSA DE ENTREPISO N°2

1 2 3 40.545 t.m 0.345 t.m 0.544 t.m

0.845 t.m 0.845 t.m

Momentos positivos

M+l1 = (809 kg)2 / 2(600) = 545kg.m

M+l2 = [(1200 kg)2 / 2(600)] – 845 = 355 kg.m

M+l3 = [(1291 kg)2 / 2(600)] – 845 = 544 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 845kg .m X100cm1800kg

cm2x1m

S(x) = 46.9 cm3

IPN 120

S(x) = 54.7 cm3

I(x) = 328 cm4

Tramo 1-2

Fadm = L240 =

350240= 1.46 cm

Fact = 5 x600 x350 ⁴

384 x2.1 x10⁶ x328 x100 - 845 x350 ² x 10016 x2.1 x10⁶x 328

Fact = 0.76cm < Fadm

Tramo 2-3

Fadm = L240 =

400240= 1.67 cm

Fact = 5x 600 x 400 ⁴

384 x2.1 x10⁶ x3.28 x100 - 1690x 400 ² x 10016 x2.1 x10⁶x 328


Tramo 3-4

Fadm = L240 =

350240= 1.46 cm

Fact = 5 x600 x350 ⁴

384 x2.1 x10⁶ x328 x100 - 845 x350 ² x 10016 x2.1 x10⁶x 328


LOSA DE ENTREPISO N°3

1 1 1 10.341 t.m 0.396 t.m 0.534 t.m

0.432 t.m 0.735 t.m 0.873 t.m

Momentos positivos

M+l1 = [(963 kg)2 / 2(600)] – 432 = 341 kg.m

M+l2 = [(1165 kg)2 / 2(600)] – 735 = 396 kg.m

M+l3 = [(1299 kg)2 / 2(600)] – 873 = 534 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 873kg .m X100cm1800kg

cm2x1m

S(x) = 48.5 cm3

IPN 120

S(x) = 54.7 cm3

I(x) = 328 cm4

Tramo 1-2

Fadm = L240 =

350240= 1.46 cm

Fact = 5 x600 x350 ⁴

384 x2.1 x10⁶ x328 x100 - 1167 x350 ² x10016 x2.1 x10⁶x 328


Tramo 2-3

Fadm = L240 =

400240= 1.67 cm

Fact = 5x 600 x 400 ⁴

384 x2.1 x10⁶ x3.28 x100 - 1608x 400 ² x 10016 x2.1 x10⁶x 328


Tramo 3-4

Fadm = L240 =

350240= 1.46 cm

Fact = 5 x600 x350 ⁴

384 x2.1 x10⁶ x328 x100 - 873 x350 ² x 10016 x2.1 x10⁶x 328


LOSA DE ENTREPISO N° 4

Momentos positivos

M+l1 = [(787 kg)2 / 2(450)] = 689 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 689kg .mX 100cm1800kg

cm2x1m

S(x) = 38.27 cm3

IPN 120

S(x) = 54.7 cm3

I(x) = 328 cm4

Tramo 1-2

Fadm = L240 =

350240= 1.46 cm

Fact = 5x 450 x 350 ⁴

384 x2.1 x10⁶ x328 x100 =


CALCULO DE VIGAS DE TECHO

Vigas de techo

Viga N° 1

Vigas IPN 220

P.P.V = 31.1kg/m

RL2 = 417/0.67 + 31.1 = 653.48 kg/m ≈ 660 kg/m

RL3 = 869/0.67 + 31.1 = 1328.11 kg/m ≈ 1330 kg/m

RL4 = 507/0.625 + 31.1 = 842.30 kg/m ≈ 850 kg/m

AB C

2.656 t.m 3.812 t.m

0.208 t.m 0.208 t.m

Momentos positivos

M+l1 = [(3797 kg)2 / 2(1330)] – 2656 = 2765 kg.m

M+l2 = [(2615 kg)2 / 2(660)] – 3812 = 1794 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 3812kg .mX 100cm1800kg

cm2x 1m

S(x) = 211.78 cm3

IPN 200

S(x) = 214cm3

I(x) = 2140 cm4

Tramo A-B

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x1330 x600 ⁴

384 x2.1 x10⁶ x2140 x100 - 6468 x600 ² x 10016 x2.1 x10⁶x 2140


Tramo B-C

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x660 x600 ⁴

384 x2.1 x10⁶ x2140 x100 - 3812 x600 ² x10016 x2.1 x10⁶x 2140


Viga N° 2

Vigas IPN 220

P.P.V = 31.1kg/m

RL1 = 358/0.50 + 31.1 = 747.1 kg/m ≈ 750 kg/m

RL2 = 1288/0.67 + 31.1 = 1953.49 kg/m ≈ 1960 kg/m

RL3 = 1190/0.67 + 31.1 = 1807.22 kg/m ≈ 1810 kg/m

RL4 = 507/0.625 + 31.1 = 842.30 kg/m ≈ 850 kg/m

A B C

0.208 t.m0.208 t.m

0.208 t.m 0.208 t.m 0.208 t.m

Momentos positivos

M+l1 = [(4605 kg)2 / 2(1810)] – 2656 = 3202 kg.m

M+l2 = [(7007 kg)2 / 2(1960)] – 7608 = 4917 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 7608kg .mX 100cm1800kg

cm2x 1m

S(x) = 422.67 cm3

IPN 260

S(x) = 442 m3

I(x) = 5740 cm4

Tramo A-B

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x1810 x600 ⁴

384 x2.1 x10⁶ x5740 x100 - 10264 x600 ² x 10016 x2.1 x10⁶x 5740


Tramo B-C

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x1960 x600 ⁴

384 x2.1 x10⁶ x5740 x100 - 8452 x600 ² x10016 x2.1 x10⁶x 5740


Viga N° 3

Vigas IPN 220

P.P.V = 31.1kg/m

RL1 = 1081/0.50 + 31.1 = 2193.10 kg/m ≈ 2200 kg/m

RL2 = 1287/0.67 + 31.1 = 1953.49 kg/m ≈ 1960 kg/m

RL3 = 1309/0.67 + 31.1 = 1984.83 kg/m ≈ 1990 kg/m

A B C0.208 t.m 0.208 t.m

0.208 t.m 0.208 t.m

Momentos positivos

M+l1 = [(4592 kg)2 / 2(1990)] – 8270 = 2972 kg.m

M+l2 = [(6846 kg)2 / 2(1960)] – 2475 = 9482 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 9482kg .mX 100cm1800kg

cm2x1m

S(x) = 526.78 cm3

IPN 280

S(x) = 542 m3

I(x) = 7590 cm4

Tramo A-B

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x1990 x600 ⁴

384 x2.1 x10⁶ x7590 x100 - 8270 x600 ² x 10016 x2.1 x10⁶x 7590


Tramo B-C

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x1960 x600 ⁴

384 x2.1 x10⁶ x7590 x100 - 10745 x600 ² x 10016 x2.1 x10⁶x 7590


Viga N° 4

Vigas IPN 220

P.P.V = 31.1kg/m

RL1 = 286/0.50 + 31.1 = 603.10 kg/m ≈ 610 kg/m

RL2 = 418/0.67 + 31.1 = 654.98 kg/m ≈ 660 kg/m

RL3 = 414/0.67 + 31.1 = 649.01 kg/m ≈ 650 kg/m

A B C0.208 t.m 0.208 t.m

2.777 t.m 0.686 t.m

Momentos positivos

M+l1 = [(1487 kg)2 / 2(650)] – 2777 = 1097 kg.m

M+l2 = [(2329 kg)2 / 2(660)] – 686 = 3424 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 3424kg .m X100 cm1800kg

cm2x1m

S(x) = 190.22 cm3

IPN 200

S(x) = 214 m3

I(x) = 2140 cm4

Tramo A-B

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x650 x600 ⁴

384 x2.1 x10⁶ x2140 x100 - 2777 x600 ² x 10016 x2.1 x10⁶x 2140


Tramo B-C

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x660 x600 ⁴

384 x2.1 x10⁶ x2140 x100 - 3463 x600 ² x 10016 x2.1 x10⁶x 2140


CALCULO DE VIGAS DE ENTREPISO

Vigas de entrepiso

Viga N° 1

Vigas IPN 220

P.P.V = 31.1kg/m

RL2 = 809/0.67 + 31.1 = 1238.56 kg/m ≈ 1240 kg/m

RL3 = 1683/0.67 + 31.1 = 2543.04 kg/m ≈ 2550 kg/m

RL4 = 788/0.50 + 31.1 = 1607.1 kg/m ≈ 1610 kg/m

A B C7.22 t.m

2.19 t.m

0.81 t.m8.32 t.m

Momentos positivos

M+l1 = [(6397 kg)2 / 2(2550)] – 805 = 7219 kg.m

M+l2 = [(5107 kg)2 / 2(1240)] – 8324 = 2193 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 8324kg .m X 100cm1800kg

cm2x1m

S(x) = 462.44 cm3

IPN 280

S(x) = 542 m3

I(x) = 7590cm4

Tramo A-B

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x2550 x600 ⁴

384 x2.1 x10⁶ x7590 x100 - 10517 x600 ² x 10016 x2.1 x10⁶x 7590


Tramo B-C

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x1240 x600 ⁴

384 x2.1 x10⁶ x7590 x100 - 8324 x600 ² x 10016 x2.1 x10⁶x 7590


Viga N° 2

Vigas IPN 220

P.P.V = 31.1kg/m

RL1 = 700/0.50 + 31.1 = 1431.1 kg/m ≈ 1440 kg/m

RL2 = 2491/0.67 + 31.1 = 3749.01 kg/m ≈ 3750 kg/m

RL3 = 2302/0.67 + 31.1 = 3466.92 kg/m ≈ 3470 kg/m

RL4 = 788/0.50 + 31.1 = 1607.1 kg/m ≈ 1610 kg/m

0.805 t.m 15.639 t.m1.620 t.m

A B C8.275 t.m 8.976 t.m

Momentos positivos

M+l1 = [(7938 kg)2 / 2(3470)] – 805 = 8275 kg.m

M+l2 = [(13587 kg)2 / 2(3750)] – 15639 = 8976 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 15639kg .mX 100cm

1800kg

cm2x 1m

S(x) = 868.83 cm3

IPN 340

S(x) = 923 m3

I(x) = 15700 cm4

Tramo A-B

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x3470 x600 ⁴

384 x2.1 x10⁶ x15700 x100 - 16489 x600 ² x 10016 x2.1 x10⁶x 15700


Tramo B-C

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x3750 x600 ⁴

384 x2.1 x10⁶ x15700 x100 - 17259 x600 ² x 10016 x2.1 x10⁶x 15700


Viga N° 3

Vigas IPN 220

P.P.V = 31.1kg/m

RL1 = 2116/0.50 + 31.1 = 4263.10 kg/m ≈ 4270 kg/m

RL2 = 2491/0.67 + 31.1 = 3749.01 kg/m ≈ 3750 kg/m

RL3 = 2534/0.67 + 31.1 = 3813.19 kg/m ≈ 3820 kg/m

A B C10.185 t.m 7.006 t.m

15.834 t.m 4.804 t.m

Momentos positivos

M+l1 = [(8821 kg)2 / 2(3820)] = 10185 kg.m

M+l2 = [(13088 kg)2 / 2(3750)] – 15834 = 7006 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 15834kg .m X100 cm

1800kg

cm2x1m

S(x) = 879.67 cm3

IPN 340

S(x) = 923 m3

I(x) = 15700 cm4

Tramo A-B

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x3820 x600 ⁴

384 x2.1 x10⁶ x15700 x100 - 20638 x600 ² x 10016 x2.1 x10⁶x 15700


Tramo B-C

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x 3750x 600 ⁴

384 x2.1 x106 x15700 x 100 - 4804 x 600 ² x100

16 x2.1 x10⁶x 15700


Viga N° 3

Vigas IPN 220

P.P.V = 31.1kg/m

RL1 = 559/0.50 + 31.1 = 1149.1 kg/m ≈ 1150 kg/m

RL2 = 809/0.67 + 31.1 = 1238.56 kg/m ≈ 1240 kg/m

RL3 = 801/0.67 + 31.1 = 1226.62 kg/m ≈ 1230 kg/m

A B C10.185 t.m 7.006 t.m

10.185 t.m 10.185 t.m

Momentos positivos

M+l1 = [(2818 kg)2 / 2(1230)] = 3229 kg.m

M+l2 = [(4377 kg)2 / 2(1240)] – 1294 = 6432 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 6432kg .mX 100cm1800kg

cm2x 1m

S(x) = 357.33 cm3

IPN 260

S(x) = 442 m3

I(x) = 5740 cm4

Tramo A-B

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x1230 x600 ⁴

384 x2.1 x10⁶ x5740 x100 - 5234 x600 ² x 10016 x2.1 x10⁶x 5740


Tramo B-C

Fadm = L240 =

600240= 2.50 cm

Fact = 5 x 1240x 600 ⁴

384 x2.1 x106 x5740 x 100 - 6528 x600 ² x 10016 x2.1 x10⁶x 5740


COLUMNAS DE TECHO

COLUMNA

CARGA NIVEL 2

P.P. COL X 1.4 X H (KG)

P.U. TECHO (KG)

H. COL. (MTS)

PERFIL (HEA)

CAPACIDAD DE CARGA (KG)

1 – A 5922 71.54 5993.54 3.06 100 14670

1 – B 6798 85.25 6883.25 3.06 120 21631

1 – C 1345 71.54 1416.54 3.06 100 14670

2 – A 6730 85.25 6815.25 3.06 120 21631

2 – B 13262 130.23 13392.23 3.06 160 40080

2 – C 5878 85.25 5963.25 3.06 120 21631

3 – A 4592 71.54 4663.54 3.06 100 14670

3 – B 14194 152.08 14346.08 3.06 180 49694

3 – C 8214 130.23 8344.23 3.06 140 30332

4 – A 1487 71.54 1558.54 3.06 100 14670

4 – B 4742 71.54 4813.54 3.06 100 14670

4 – C 2546 71.54 2617.54 3.06 100 14670

COLUMNAS D ENTREPISO

ColumnaCarga

nivel 2

P.P. col x

1.4 x h (kg)

P.U.

techo

(kg)

P.U. E.P.

VIV.

H. col.

(mts)

Perfil

(HEA)

Capacidad

de carga

(kg)

1 – A 8007 71.54 5993.54 14072.08 3.06 100 14670

1 – B 14010 85.25 6883.25 20978.5 3.06 120 21631

1 – C 2333 71.54 1416.54 3821.08 3.06 100 14670

2 – A 9548 85.25 6815.25 16448.50 3.06 120 21631

2 – B 26469 130.23 13392.23 39991.46 3.06 160 40080

2 – C 11073 85.25 5963.25 17121.50 3.06 120 21631

3 – A 8821 71.54 4663.54 13556.08 3.06 100 14670

3 – B 27187 152.08 14346.08 41685.16 3.06 180 49694

3 – C 15817 130.23 8344.23 24291.46 3.06 140 30332

4 – A 2818 71.54 1558.54 4448.08 3.06 100 14670

4 – B 8939 71.54 4813.54 13824.08 3.06 100 14670

4 – C 4788 71.54 2617.54 7477.08 3.06 100 14670

HEA 180

A = 45.3 cm2

Rx = 7.45 cm

Ry = 4.52 cm

Ccx = Ly/Ry 306/7.45 = 41.07 Rc = 1235 kg/cm2

Ccy = Ly/Ry 306/4.52 = 67.70 Rc = 1097 kg/cm2

P = A x Rc

P = 45.3 cm2 x 1097 kg/cm2 = 49694 kg

HEA 160

A = 38.8 cm2

Rx = 6.57 cm

Ry = 3.98 cm

Ccx = Ly/Ry = 306/6.57 = 46.57 Rc = 1210 kg/cm2

Ccy = Ly/Ry = 306/3.98 = 76.88 Rc = 1033 kg/cm2

P = A x Rc

P = 38.8 cm2 x 1033 kg/cm2 = 40080 kg

HEA 140

A = 31.4 cm2

Rx = 5.73 cm

Ry = 3.52 cm

Ccx = Ly/Ry 306/5.73 = 53.40 Rc = 1172 kg/cm2

Ccy = Ly/Ry 306/3.52 = 86.93 Rc = 966 kg/cm2

P = A x Rc

P = 31.4 cm2 x 966 kg/cm2 = 30332 kg

HEA 120

A = 25.3 cm2

Rx = 4.89 cm

Ry = 3.02 cm

Ccx = Ly/Ry 306/4.89 = 65.58 Rc = 1103 kg/cm2

Ccy = Ly/Ry 306/3.02 = 101.32 Rc = 855 kg/cm2

P = A x Rc

P = 25.3 cm2 x 855 kg/cm2 = 21631 kg

HEA 100

A = 21.2 cm2

Rx = 4.06 cm

Ry = 2.51 cm

Ccx = Ly/Ry 306/4.06 = 75.37 Rc = 1040 kg/cm2

Ccy = Ly/Ry 306/2.51 = 121. Rc = 692 kg/cm2

P = A x Rc

P = 21.2 cm2 x 692 kg/cm2 = 14670 kg

SOLDADURAS

Soldaduras de correas de techo IPN 100

P = 1309 kg

Fvs = 0.7071 x 0.45cm x 1110 kg/cm2 x 100cm = 35319.65 kg

Σl = P/Fvs

Σl = 0.037m = 37mm

Soldaduras de vigas de techo

Viga 1

IPN 200

Nodo 1 – A

P = 5922 kg


Σl = P/Fvs

Σl = 0.104m = 104mm

Nodo 1 – B

P = 6798 kg


Σl = P/Fvs

Σl = 0.115m = 115mm

Nodo 1 – C

P = 1345 kg


Σl = P/Fvs

Σl = 0.022m = 22mm

Viga 2

IPN 260

Nodo 2 – A

P = 6730 kg


Σl = P/Fvs

Σl = 0.091m = 91mm

Nodo 2 – B

P = 13262 kg


Σl = P/Fvs

Σl = 0.179m = 179mm

Nodo 2 – C

P = 5878 kg


Σl = P/Fvs

Σl = 0.08m = 80mm

Viga 3

IPN 280

Nodo 3 – A

P = 4592 kg


Σl = P/Fvs

Σl = 0.058m = 58mm

Nodo 3 – B

P = 14194 kg


Σl = P/Fvs

Σl = 0.18m = 180mm

Nodo 3 – C

P = 8214 kg


Σl = P/Fvs

Σl = 0.104m = 104mm

Viga 4

IPN 200

Nodo 1 – A

P = 1487 kg


Σl = P/Fvs

Σl = 0.025m = 25mm

Nodo 1 – B

P = 4742 kg


Σl = P/Fvs

Σl = 0.081m = 81mm

Nodo 1 – C

P = 2546 kg


Σl = P/Fvs

Σl = 0.043m = 43mm

Soldaduras de correas de E.P. vivienda

IPN 120

P = 2534 kg


Σl = P/Fvs

Σl = 0.06m = 60mm

Soldaduras de vigas de E.P. vivienda

Viga 1 IPN 280

Nodo 1 – A

P = 8007 kg


Σl = P/Fvs

Σl = 0.101m = 101mm

Nodo 1 – B

P = 14010 kg


Σl = P/Fvs

Σl = 0.177m = 177mm

Nodo 1 – C

P = 2333 kg


Σl = P/Fvs

Σl = 0.029m = 29mm

Viga 2 IPN 340

Nodo 2 – A

P = 9548 kg


Σl = P/Fvs

Σl = 0.10m = 100mm

Nodo 2 – B

P = 26469 kg


Σl = P/Fvs

Σl = 0.276m = 276mm

Nodo 2 – C

P = 11073 kg


Σl = P/Fvs

Σl = 0.116m = 116mm

Viga 3 IPN 340

Nodo 3 – A

P = 8821 kg


Σl = P/Fvs

Σl = 0.092m = 92mm

Nodo 3 – B

P = 27187 kg


Σl = P/Fvs

Σl = 0.284m = 284mm

Nodo 3 – C

P = 15817 kg


Σl = P/Fvs

Σl = 0.165m = 165mm

Viga 4 IPN 260

Nodo 4 – A

P = 2818 kg


Σl = P/Fvs

Σl = 0.038m = 38mm

Nodo 4 – B

P = 8939 kg


Σl = P/Fvs

Σl = 0.121m = 121mm

Nodo 4 – C

P = 4788 kg


Σl = P/Fvs

Σl = 0.065m = 65mm

ESCALERA

Separación de correas de escalera

At= 0.70m

Sep= 0.70m

Nºc = (0.70m/0.70m) + 1= 2 correas

Sep= 0.70 / (2-1) = 0.70 m

Análisis de carga

Sobre piso: 0.05*2500= 125 kg/m2

C.V= 300 kg/m2

C.T = 1.4 (C.P) +1.7 (C.V)

C.T= 1.4 (125 kg/m2) + 1.7 (300kg/m2)

C.T = 685kg/m2

α = 32.2

Who = Wi/Cosα

Who = 685 / Cos 32.2 = 685 ≈ 700 kg/m

2.70 0.801 2

1000kg/m

1000kg/m

1.70

Momentos positivos

M+l1 = [(1750 kg)2 / 2(1000)] = 1532 kg.m


E = 2.1x106

Raf = 1800kg/cm2

S(x)= 1532kg .mX 100cm1800kg

cm2x 1m

S(x) = 85.11 cm3

IPN 160

S(x) = 161 m3

I(x) = 1450 cm4

Tramo 1-2

Fadm = L240 =

350240= 1.46 cm

Fact = 5 x1000 x350 ⁴

384 x2.1 x10⁶ x1450 x100 -


proyecto de acero y madera

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