Practica 1- ANALISIS ESTRUCTURAL II
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Transcript of Practica 1- ANALISIS ESTRUCTURAL II
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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&$(
&'(
&'( 194.48&'(
202.76
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540 Kg
5
3
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9 1"
-137.5 M3= 337.5
160 270 270
200 337.5 337.5
160 270 270
200 337.5 337.5
REACCIONES EQUIVALENTES M#FINAL
160.00 161.66 Fi
' 200.00
= 202.76 Mi
160.00 158.34 Ff
-200.00 -194.48 Mf
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REACCIONES EQUIVALENTES M#FINAL
360.00 369.88 Fi
' 180.00
= 194.48 Mi
360.00 350.12 Ff
-180.00 -164.83 Mf
REACCIONES EQUIVALENTES M#FINAL
160.00 140.80 Fi
' 200.00
= 171.17 Mi
160.00 179.20 Ff
-200.00 -267.16 Mf
REACCIONES EQUIVALENTES M#FINAL
270.00 248.90 Fi
' 337.50
= 267.16 Mi
270.00 291.10 Ff-337.50 -372.67 Mf
CONDICION DE EQUILI)RIO
(CARGAS !"#!A$%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
NTES REACCIONES EQUIVALENTES
-300 400 -400
400
300 300
NTES REACCIONES EQUIVALENTES
-360 180 -180
180
360 360
NTES REACCIONES EQUIVALENTES
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-420 160 -240
240
180 420
NTES REACCIONES EQUIVALENTES
-450 562.5 -562.5
562.5
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