practica 1- analisis estructural ii

7/24/2019 Practica 1- ANALISIS ESTRUCTURAL II

1/30

320 Kg

I=1

5

NUDOS 5

GDL 10

GDR 7

GDF 3 (K DE

5


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6

M4= -200 M1=

160 160

200 200

160 160

200 200

TRAMO 1

E= 1.00

I= 1.00

L= 5.00

EI= 1.00

6 5

0.0960 0.2400

K1= 0.2400 0.8000

-0.0960 -0.2400

0.2400 0.4000

TRAMO 2


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E= 1.00

I= 1.00

L= 3.00

EI= 1.00

7 10.4444 0.6667

K2= 0.6667 1.3333

-0.4444 -0.6667

0.6667 0.6667

TRAMO 3

E= 1.00

I= 1.00

L= 5.00EI= 1.00

8 2

0.0960 0.2400

K3= 0.2400 0.8000

-0.0960 -0.2400

0.2400 0.4000

TRAMO 3

E= 1.00

I= 1.00

L= 5.00

EI= 1.00

9 3

0.0960 0.2400

K= 0.2400 0.8000

-0.0960 -0.24000.2400 0.4000


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M1 2"#""=

M2 $2"#""

M3 $137#5"

1=

2

3

1=

2

3


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720 Kg

320 Kg

240Kg/m

I=1 I=1

3 5

ESPLAZAMIENTOS)

1 2


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7 8

20 M2= -20 M3=

CARGAS EQUIVALENTES

360 360 160

180 180 200

REACCIONES EQUIVALENTES

360 360 160

180 180 200

MATRIZ DE RIGIDEZ

7 1

-0.0960 0.2400 6 0.00 1.66

-0.2400 0.4000 5 0.00=

2.76

0.0960 -0.2400 7 0.00 -1.66

-0.2400 0.8000 1 6.90 5.52


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8 2-0.4444 0.6667 7 0.00 9.88

-0.6667 0.6667 1 6.90=

14.48

0.4444 -0.6667 8 0.00 -9.88

-0.6667 1.3333 2 7.93 15.17

9 3

-0.0960 0.2400 8 0.00 -19.20

-0.2400 0.4000 2 7.93=

-28.83

0.0960 -0.2400 9 0.00 19.20

-0.2400 0.8000 3 -87.92 -67.16

1"

-0.0960 0.2400 9 0.00 -21.10

-0.2400 0.4000 3 -87.92=

-70.34

0.0960 -0.2400 1" 0.00 21.10-0.2400 0.8000 0.00 -35.17

DE DES!LAZAMIENTOS

1 2 3


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2.13333 0.66667 0.000 1

0.66667 1.33333 0.400 2

0.00000 0.40000 1.6000 3

0.56402439 -0.30487805 0.08 20.00

-0.30487805 0.97560976 -0.24 -20.00

0.07621951 -0.24390244 0.68597561 -137.50

6.90

7.93

-87.92

DIAGRAMA DE FUERZAS CORTANTE

720

320 Kg

I=1 I=1

5 3

FUERZAS CORT

369.88

&'( 161.66 161.66

A1= "#15 (+)

(+) A3= 273#71

V 2.50m 1.5

2.50m 1.48m

(-)

&$( A2=395#85

-158.34 -158.34


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MOMENTOS FE

-200

-196.48

&$(

&$(

M&$(

&'(

&'( 194.48&'(

202.76


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540 Kg

5

3


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9 1"

-137.5 M3= 337.5

160 270 270

200 337.5 337.5

160 270 270

200 337.5 337.5

REACCIONES EQUIVALENTES M#FINAL

160.00 161.66 Fi

' 200.00

= 202.76 Mi

160.00 158.34 Ff

-200.00 -194.48 Mf


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360.00 369.88 Fi

' 180.00

= 194.48 Mi

360.00 350.12 Ff

-180.00 -164.83 Mf


160.00 140.80 Fi

' 200.00

= 171.17 Mi

160.00 179.20 Ff

-200.00 -267.16 Mf


270.00 248.90 Fi

' 337.50

= 267.16 Mi

270.00 291.10 Ff-337.50 -372.67 Mf

CONDICION DE EQUILI)RIO

(CARGAS !"#!A$%S) = (Fi&Ff&Fi&Ff&


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(320 + 720 +320+540)Kg =

1900Kg = 1900

% MOMENTOS FLECTORES

Kg

320 Kg

240Kg/m

I=1

5

NTES

248.90

140.80 140.80

A5=622#25

A5=352

(+)

2m 2.50m

2.50m

A=266#"9 A6=8

(-) (+)

-179.20 -179.20

291.10


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-350.12

TORES

-297.16

-164.83

&$( &$(

0.000

&'(

171.17


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Fi&Ff&Fi&Ff)


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Kg

540 Kg

5

248.90

0.00

A5=727#75

291.10


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0.000


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CARGAS EQUIVALE

P 300 -222.222

a 2

b 4

L 6 -266.67

CARGAS EQUIVALE-270

P 540

L 5

-337.5

CARGAS EQUIVALE

-300

P 300

a 2

L 6 -400

CARGAS EQUIVALE

-360

W 240

L 3

-180

CARGAS EQUIVALE


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-180

W 300

L 4

-160

CARGAS EQUIVALE

-450

W 300

L 6

-562.5


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NTES REACCIONES EQUIVALENTES

-77.778 266.67 -133.33

133.33

222.222 77.778

NTES REACCIONES EQUIVALENTES-270 337.5 -338

338

270 270


-300 400 -400

400

300 300


-360 180 -180

180

360 360



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-420 160 -240

240

180 420


-450 562.5 -562.5

562.5


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practica 1- analisis estructural ii

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