analisis matricial
DESCRIPTION
--TRANSCRIPT
ANALISIS MATRICIAL
PRESENTADO POR:
ANDERSON MONTES AMAYACODIGO: 1118852948EILIN EUGENIA GUERRA CORONADOCODIGO: 1123412388
UNIVERSIDAD DE LA GUAJIRAFACULTAD DE INGENIERIAPROGRAMA DE ING. CIVILRIOHACHA LA GUAJIRA2015ANALISIS MATRICIAL
PRESENTADO EN LA ASIGNATURA DE ANALISIS ESTRUCTURAL II AL DOCENTE: CARLOS COLMENARES
UNIVERSIDAD DE LA GUAJIRAFACULTAD DE INGENIERIAPROGRAMA DE ING. CIVILRIOHACHA LA GUAJIRA2015ANALISIS MATRICIAL
Hallar las reacciones y fuerzas de la siguiente cercha
Matriz De Rigidez Matriz De Transformacin Rigidez Global Ensambl De La Ecuacin
CC Kg
DECBA
Datos:
CC = 948+388 = 1336 Kg
Elementorea (cm2)E (Kg/ cm2)
A52000000
B102000000
C52000000
D102000000
E102000000
Formulas:
10-10
0000
-1010
0000
ElementoLongitud (cm)Angulo()AE/L (kg/cm)
A360,55512856,3099324727735,0098
B3009066666,6667
C424,26406913523570,226
D2000100000
E300066666,6667
Matriz De Rigidez para el elemento A
10-10
0000
-1010
0000
KAL = 27735,0098 *
27735,00980-27735,00980
0000
-27735,0098027735,00980
0000
KAL =
Matriz De Rigidez para el elemento B
10-10
0000
-1010
0000
KBL = 66666,6667 *
66666,66670-66666,66670
0000
-66666,6667066666,66670
0000
KBL =
Matriz De Rigidez para el elemento C
10-10
0000
-1010
0000
KCL = 23570,226 *
23570,2260-23570,2260
0000
-23570,226023570,2260
0000
KCL =
Matriz De Rigidez para el elemento D
10-10
0000
-1010
0000
KDL = 100000 *
1000000-1000000
0000
-10000001000000
0000
KDL =
Matriz De Rigidez para el elemento E
10-10
0000
-1010
0000
KEL = 66666,6667 *
66666,66670-66666,66670
0000
-66666,6667066666,66670
0000
KEL =
Matriz TrasformadaFormula:Cos xSen x00
Sen xCos x00
00Cos xSen x
00-Sen xCos x
[Tx] =
Matriz Transformada para el elemento A
0,55470020,8320502900
-0,832050290,554700200
000,55470020,83205029
00-0,832050290,5547002
[TA] =
0,5547002-0,8320502900
0,832050290,554700200
000,5547002-0,83205029
000,832050290,5547002
[TA] =
Matriz Transformada para el elemento B
0100
-1000
0001
00-10
[TB] =
0-100
1000
000-1
0010
[TB] =
Matriz Transformada para el elemento C
-0,707106780,7071067800
-0,707106781-0,7071067800
00-0,707106780,70710678
00-0,70710678-0,70710678
[TC] =
-0,707106782-0,70710678200
0,707106782-0,70710678200
00-0,70710678-0,70710678
000,70710678-0,70710678
[TC] =
Matriz Transformada para el elemento D
1000
0100
0010
0001
[TD] =
1000
0100
0010
0001
[TD] =
Matriz Transformada para el elemento E
1000
0100
0010
0001
[TE] =
1000
0100
0010
0001
[TE] =
Rigidez GlobalFormula:
[Kg] = [T] [KL] [T]
Rigidez Global para el elemento A
[KAg] = [TA] [KAL] [TA]15384,61550-15384,61550
23076,92290-23076,92290
-15384,6155015384,61550
-23076,9229023076,92290
[TA] [KAL] =
8533,8492912800,7738-8533,84929-12800,7738
12800,773819201,1604-12800,7738-19201,1604
-8533,84929-12800,77388533,8492912800,7738
-12800,7738-19201,160412800,773819201,1604
[KAg] =
Rigidez Global para el elemento B
[KBg] = [TB] [KBL] [TB]0000
66666,66670-66666,66670
0000
-66666,6667066666,66670
[TB] [KBL] =
0000
066666,66670-66666,6667
0000
0-66666,6667066666,6667
[KBg] =
Rigidez Global para el elemento C
[KCg] = [TC] [KCL] [TC]-16666,6667016666,66670
16666,66670-16666,66670
16666,66660-16666,66660
-16666,6666016666,66660
[TC] [KCL] =
11785,113-11785,113-11785,11311785,113
-11785,11311785,11311785,113-11785,113
-11785,11311785,11311785,113-11785,113
11785,113-11785,113-11785,11311785,113
[KCg] =
Rigidez Global para el elemento D
[KDg] = [TD] [KDL] [TD]1000000-1000000
0000
-10000001000000
0000
[TD] [KDL] =
1000000-1000000
0000
-10000001000000
0000
[KDg] =
Rigidez Global para el elemento E
[KEg] = [TE] [KEL] [TE]66666,666766666,666766666,666766666,6667
0000
-66666,6667-66666,6667-66666,6667-66666,6667
0000
[TE] [KEL] =
66666,666766666,666766666,666766666,6667
0000
-66666,6667-66666,6667-66666,6667-66666,6667
0000
[KEg] =
Ensambl De La Ecuacin
78654312
Fx = 1336 (Cos 60) = -668
Fy = 1336 (Sen 60) = -1157,009939
ElementoN LOCALN GLOBAL
A17
28
31
42
B13
24
31
42
C15
26
31
42
D17
28
33
44
E13
24
35
46
MATRIZ ENSAMBLADA
12345678
1203192458600-11785-11785-8534-12801
224586976530-66667-11785-11785-12801-19201
3001666670-666670-1000000
40-666670666670000
5-11785-11785-66667078452000
60-6666700117851178500
7-8534-12801-10000000010853412801
8-12801-1920100001280119201
U
U1?
U2?
U3?
U4?
U50
U60
U70
U80
F
F1-668,0
F2-1157,009939
F30
F40
F5?
F6?
F7?
F8?
Formula [F] = [K][U]
F12345678U
F1-668,01203192458600-11785-11785-8534-12801U1?
F2-1157,009939224586976530-66667-11785-11785-12801-19201U2?
F303001666670-666670-1000000U3?
F40=40-666670666670000xU4?
F5?5-11785-11785-66667078452000U50
F6?60-6666700117851178500U60
F7?7-8534-12801-10000000010853412801U70
F8?8-12801-1920100001280119201U80
Frmula para encontrar el desplazamiento:
[Ud] = [Kdd] [Fc]
UKddFc
U10,001232397-0,000977839-1,198E-19-0,000977839-668,0
U2=-0,0009778390,0008081339,90083E-200,000808133x-1157,00994
U3-1,198E-199,90083E-200,0000061,00478E-190
U4-0,0009778390,0008081331,00478E-190,0008231330
U
U10,308
U2=0,282
U30,000
U4-0,282
Frmula Para Encontrar Las Fuerzas:
[Fd] = [Kcd] [Ud]
FKcdUd
F5-11785-11785-666670-668,0
F6=0-6666700x-1157,0
F7-8534-12801-10000000,0
F8-12801-19201000,0
F
F5-310,0198789
F6=18788,11143
F7978,0198789
F81467,029818