Calculo Y Diseño De Marcos Estructurales

Lamina

J.R.T.G. METODO DE CROSS MC-01

Datos:

W

W = 4.00 Tn-m Viga

a 1 b L1 = 5.00 m. Tramo b h h bh3/12

ab 30.00 41.67 60.00 540000.00

H = 3.00 m. bc 30.00 0.00 60.00 540000.00

3 4 H

I 1 = 540,000.00 cm4 = 2.000 I Columna

I3=I4 = 227,812.50 cm4 = 1 I Tramo b h bh3/12

d e ad 30.00 45.00 227812.50

be 30.00 45.00 227812.50

L1 cf 30.00 45.00 227812.50

MOMENTO DE EMPOTRAMIENTO PERFECTO (Mº ik)

Mº ik = w L2/12 Mº ab = -8.33 Tn-m.

Mº ba = 8.33 Tn-m.

RIGIDECES RELATIVAS (K ik) FACTORES DE DISTRIBUCION (Cik)

K ik = I / L C ik = Kik / S Ki

Kab = I 1 / L1 = 0.400000 I Cab = Kab / Kab+Kad = -0.545 Cba = Kba / Kba+Kbe = -0.545

Kda = I 3 / H = 0.333333333 I Cad = Kad / Kab+Kad = -0.455 Cbe = Kbe / Kba+Kbe = -0.455

Keb = I 4 / H = 0.333333333 I -1.000 -1.000

5.208

-5.208 0.000

0.001 0.000

-0.001 -0.002

0.009 0.004

-0.016 -0.032

0.117 0.059

-0.215 -0.430

1.578 0.789

-2.893 -5.785

4.545 2.273

-8.333 8.333

-0.545 -0.545

5.208 0.001 0.007 0.098 1.315 3.788 -0.455 a b -0.455 -4.821 -0.359 -0.027 -0.002 0.000 -5.208

2.604 0.000 0.004 0.049 0.657 1.894 0.000 0.000 -2.410 -0.179 -0.013 -0.001 0.000 -2.604

d e

FUERZAS CORTANTES Vik = +Vºik-(Mik+Mki)/ Lik Vki = -Vºki-(Mki+Mik)/ Lki

VIGAS COLUMNAS

Vab = +Vºab-(Mab+Mba)/Lab = 10.00 Tn. Vda = +Vºda-(Mda+Mad)/Lda = -2.60 Tn.

Vba

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