e Structural dd

Mtodo Esttico-Cargas verticales2 (1)

Analisis y Bajadas de Cargas

Taller Mecanico

Ubicado en Tultepec, Edo. De Mxico

9.00 9.00

1

9.00

2

9.00

3

9.00 y

4 x

PLANTA ESTRUCTURAL TIPO

4.00N1

4.00N0

CORTE MARCOS LONGITUDINALES

1).- CARGAS VERTICALES

1.1.- PREDIMENSIONAMIENTO

COLUMNAS

b = B = 9.00 = 0.45

15 20 b y h = 0.45 + 0.05 = 0.50

h = L = 9.00 = 0.45 por cada 3 niveles +

15 20 Optamos por hacer cuadrada la columna

b y h = H = 4.00 = 0.27 Usar: C ( 0.35 x 0.35 m)

15 15

b y h mnimo = 0.30

1.2.- CORTES POR FACHADA

A B C D

9.00


Pretil solo 0.15

azotea

1.00 TRABES

h = 0.40 bA = L = 9.00 = 0.38

24 24

0.75 hA = L = 9.00 = 0.75

falso plafond 12 12

TA = 0.40 x 0.75 m)

2.30

4.00

b1 = B = 9.00 = 0.38

24 24

h1 = B = 9.00 = 0.75

0.95 12 12

T1 = 0.40 x 0.75 m)

CORTE TIPO NIVEL 1

h = 0.40 LOSA PLANA RETICULAR

0.75 B + L 18.00

h = 2 = 2 = 0.36

25 25

LR: h = 0.40 m)

4.00

3.10 VERIFICACION DE SECCIONES

Lograr columna fuerte y trabe dbil

R col > R trabe

ELEMENTO L R R relativa

Columna 400 312.6 0.2

0.15 " 400 312.6 0.2

Trabe A 900 1563 1.00

CORTE NIVEL 0 Trabe 1 900 1563 1

1.3.- CARGAS UNITARIAS

125,052

125,052

1,406,250

1,406,250

I


a) LOSA AZOTEA

Enladrillado 0.02 x 1.50 = 0.03 Ton/m2

Mortero 0.03 x 2.10 = 0.06

Relleno tezontle 0.35 x 1.25 = 0.44

Capa compresin 0.05 x 2.20 = 0.11

Nervaduras 0.07 x 2.40 = 0.17

Nervaduras 0.06 x 2.40 = 0.13

Bloques = 0.02

Plafond = 0.01

Sobrecarga Art. 197 = 0.04

CM = 1.02 Ton/m2

b) LOSA ENTREPISOPiso terrazo = 0.07 Ton/m2Mortero 0.03 x 2.10 = 0.06

Capa compresin 0.05 x 2.20 = 0.11Nervaduras 0.07 x 2.40 = 0.17 Nervaduras 0.06 x 2.40 = 0.13Bloques = 0.02Plafond = 0.01

Sobrecarga Art. 197 = 0.04CM = 0.62 Ton/m2

Wm ( Art. 199) Wa ( Art.199)

CM CV CM CV

Azotea 1.02 + 0.10 = 1.12 Ton/m2 1.02 + 0.07 = 1.09 Ton/m2

entrepiso 0.62 + 0.25 = 0.87 0.62 + 0.18 = 0.80 Ton/m2

c) PRETIL = 0.15 x 1.00 x 2.40 x 1.00 = 0.36 Ton/m

d) TRABE A = 0.40 x 0.75 x 2.40 x 1.00 = 0.72 Ton/m

e) TRABE 1 = 0.40 x 0.75 x 2.40 x 1.00 = 0.72 Ton/m

f ) VENTANA con MURO

Muro = 0.95 x 1.00 x 0.30 = 0.29 Ton/m

Ventana = 2.30 x 0.006 x 2.60 x 1.00 = 0.04

VyM = 0.32 Ton/m

g ) VENTANA PISO A TECHO

Ventana = 3.10 x 0.010 x 2.60 x 1.00 = 0.08 Ton/m

h) COLUMNAS

Columna 3.60 = 0.35 x 0.35 x 4.00 x 2.40 = 1.18 Ton

Columna 4.20 = 0.35 x 0.35 x 4.00 x 2.40 = 1.18 Ton

1.4.- AREAS TRIBUTARIAS DE LOSAS A TRABES

LOSA

Carga Vertical Carga horizontal para sismo


9.00 9.00 9.00

1

20.25 20.25 20.25

9.00 20.25 20.25 20.25 20.25 20.25 20.25

2 20.25 20.25 20.25

20.25 20.25 20.25

9.00 20.25 20.25 20.25 20.25 20.25 20.25

3 20.25 20.25 20.25

20.25 20.25 20.25

9.00 20.25 20.25 20.25 20.25 20.25 20.25

4 20.25 20.25 20.25

PLANTA ESTRUCTURAL TIPO - areas tributarias de losas a trabes

1.5.- CARGAS SOBRE TRABES

DA B C


N2 wu2 = 5.4 Ton/m wu2 = 5.395 Ton/m

N1 wu1 = 4.48 wu1 = 4.482

N0

MARCO 5, D-A MARCO D, 5-2

Niv A P = 0.36 x 9.00 = 3.24 Ton P = 0.36 x 9.00 = 3.24L = 1.12 x 20.25 = 22.65 L = 1.12 x 20.25 = 22.65

TA = 0.72 x 9.00 = 6.48 T1 = 0.72 x 9.00 = 6.48

W = 32.37 Ton W = 32.37

w = 3.6 wu = 5.4 Ton/m w = 3.60 wu = 5.4

Niv 1 VM = 0.32 x 9.00 = 2.89 Ton VM = 0.32 x 9.00 = 2.89

L = 0.87 x 20.25 = 17.52 L = 0.87 x 20.25 = 17.52

TA = 0.72 x 9.00 = 6.48 T1 = 0.72 x 9.00 = 6.48

W = 26.89 Ton W = 26.89

w = 2.99 wu = 4.48 Ton/m w = 2.99 wu = 4.48

NA wu2 = 8.63 Ton/m wu2 = 8.631 Ton/m

N1 wu1 = 6.92 wu1 = 6.921

N0

MARCO 3, D-A MARCO C, 5-2

Niv A L = 1.12 x 40.50 = 45.30 Ton L = 1.12 x 40.50 = 45.30

TA = 0.72 x 9.00 = 6.48 T1 = 0.72 x 9.00 = 6.48

W = 51.78 Ton W = 51.78

w = 5.75 wu = 8.63 Ton/m w = 5.75 wu = 8.63

Niv 1 L = 0.87 x 40.50 = 35.05 Ton L = 0.87 x 40.50 = 35.05TA = 0.72 x 9.00 = 6.48 T1 = 0.72 x 9.00 = 6.48

W = 41.53 Ton W = 41.53

w = 4.61 wu = 6.92 Ton/m w = 4.61 wu = 6.92


R relativa

aumentar columna

aumentar columna

bien

bien


Ton/m

Ton

Ton

Ton/m

Ton

Ton

Ton/m

Ton/m

Ton

Ton

Ton/m

Ton

Ton

Ton/m

e Structural dd

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