I.- ESUQEMA ESTRUCTUTAL

1231.10494

II.- DATOS INICIALES

E = 200000G = 100000

B H L AREA INERCIASECCION 1 25 50 250 1250 260416.666667SECCION 2 25 50 250 1250 260416.666667

α1 = 45 = 0.78539816α2 = 300 = 5.23598776

V.- ANALISIS EN COORDENADAS LOCALES

V.1.- MATRIZ DE RIGIDEZ EN COORDENADAS LOCALES

1 2 3 4 55 0 0 -5 00 0.182481752 22.810219 0 -0.1824817518

K1 = 0 22.81021898 3892.94404 0 -22.810218978-5 0 0 5 00 -0.182481752 -22.810219 0 0.182481751820 22.81021898 1809.61071 0 -22.810218978

4 5 6 7 85 0 0 -5 00 0.182481752 22.810219 0 -0.1824817518

K2 = 0 22.81021898 3892.94404 0 -22.810218978-5 0 0 5 00 -0.182481752 -22.810219 0 0.182481751820 22.81021898 1809.61071 0 -22.810218978

V.2.-FUERZAS DE FIJACION EN COORDENADAS LOCALES

0 032189.781022 0

F°1 =2957846715

F°2 =0

0 017810.218978 0-1314963504 0

VI.- ANALISIS EN COORDENADAS GLOBALES

VI.1.- MATRIZ DE RIGIDEZ EN COORDENADAS GLOBALES

1 2 3 40.707106781 0.70710678 0 0

-0.707106781 0.70710678 0 0

A1 = 0 0 1 00 0 0 0.707106781190 0 0 -0.70710678120 0 0 0

1 2 3 40.707106781 -0.70710678 0 00.707106781 0.70710678 0 0

AT1 = 0 0 1 00 0 0 0.707106781190 0 0 0.707106781190 0 0 0

1 2 3 43.535533906 -0.12903408 -16.1292605 -3.53553390593.535533906 0.12903408 16.1292605 -3.5355339059

AT1*K1 = 0 22.810219 3892.94404 0-3.535533906 0.12903408 16.1292605 3.53553390593-3.535533906 -0.12903408 -16.1292605 3.53553390593

0 22.810219 1809.61071 0

4 5 6 72.591240876 2.40875912 -16.1292605 -2.59124087592.408759124 2.59124088 16.1292605 -2.4087591241

-16.12926052 16.1292605 3892.94404 16.1292605198-2.591240876 -2.40875912 16.1292605 2.59124087591-2.408759124 -2.59124088 -16.1292605 2.40875912409-16.12926052 16.1292605 1809.61071 16.1292605198

VI.2.- MATRIZ TOTAL EMSAMBLADA

1 2 3 4 52.5912408759 2.408759124 -16.1292605 -2.59124088 -2.40875912412.4087591241 2.591240876 16.1292605 -2.40875912 -2.5912408759-16.12926052 16.12926052 3892.94404 16.1292605 -16.12926052-2.591240876 -2.408759124 16.1292605 3.97810219 0.32271253103-2.408759124 -2.591240876 -16.1292605 0.32271253 6.38686131387-16.12926052 16.12926052 1809.61071 35.8834896 -4.7241510307

0 0 0 -1.38686131 2.086046593060 0 0 2.08604659 -3.7956204380 0 0 19.7542291 11.4051094891

 ̅�〖𝐾 =𝐴〗^𝑇1 x K1 x A1

6.3MATRIZ DE RIGIDEZ EMSAMBLADA REDUCIDA

2.5912408759 -2.408759124 -2.59124088 16.1292605-2.408759124 3.97810219 0.32271253 35.8834896-2.591240876 0.322712531 6.38686131 -4.7241510316.12926052 35.88348962 -4.72415103 7785.88808

6.4 FUERZAS DE FIJACION EN COORDENADAS GLOBALES

-22761.61245 022761.61245 0

F°1=2957846715

F°2=0

-12593.72661 012593.72661 0-1314963504 0

6.5 VECTOR FUERZAS DE FIJACION EMSAMBLADA

-22761.61245 122761.61245 22957846715 3 22761.6124 2

-12593.72661 4 -12593.7266 412593.72661 5 12593.7266 5-1314963504 6 -1314963504 6

0 70 80 9

6.6 VECTOR DE FUERZAS EXTERNAS

0 10 20 3 0 20 4 0 4

-42000 5 -42000 52700000 6 2700000 6

0 70 80 9

7 DETERMINACION DE DEFORMACIONES

7.2 INVERSA DE MATRIZ DE RIGIDEZ REAL

15.12454299 9.34307412 5.6116534 -0.07098734199.343074117 6.03517939 3.45233507 -0.0450752461

5.6116534 3.45233507 2.23949878 -0.0261773502-0.070987342 -0.04507525 -0.02617735 0.00046735384

7.3 DIFERRENCIA DE VECTORES

-22761.61245 212593.72661 4

-54593.72661 51317663504 6

7.4 DEFORMACIONES

-94070385.59 2-59719140.6 4

-34699454 5618292.3402 6

8 DETERMINACION DE ELEMENTOS MECANICOS EN CADA BARRA

8.1 DEFORMACIONES TOTALES

0 1-94070385.59 2

0 3

ІŪІ =-59719140.6 4 *E-9-34699454 5

618292.3402 60 70 80 9

8.2 DEFORMACIONES TOTALES POR BARRA

0 -59719140.603-94070385.59 -34699454.048

ІŪ1І =0 *E-6 ІŪ2І =

618292.340227-59719140.6 0-34699454 0

618292.3402 0

8.3 DEFORMACIONES POR BARRA EN COORDENADAS LOCALES

-66517807.56 191038.401592-66517807.56 -69068019.878

ІU1І =0

ІU2І = 618292.340227

ІU1І =-66764028.55

ІU2І =0

17691590.03 0618292.3402 0

8.4 ELEMENTOS MECANICOS EN CADA BARRA ІFemІ=ІFªІ+ІKІ*ІUІ

1231104.938 955192.007958-1263294.719 1499730.41064

ІK1І*ІU1І = -801966361 ІK2І*ІU2І = 831520822.4-1231104.938 -955192.007961263294.719 -1499730.4106486142681.2 -456588219.74

1231104.938 955192.007958-1231104.938 1499730.41064

ІFem1І = 2155880354 ІFem2І = 831520822.4-1231104.938 -955192.007961281104.938 -1499730.4106

-828820822 -456588219.74

1231.104941281.10494

-8288.20822

21558.8035

1231.10494

U ф1.2 0.0961.2 0.096

60 1

22.810219 21809.61071 3

0 4-22.810219 53892.94404 6

90 4

22.810219 51809.61071 6

0 7-22.810219 83892.94404 9

BARRA 1M1 2957846715 a = 100M2 -1314963504 b = 150R1 32189.78102 l = 250R2 17810.21898 ф 1 = 0.096

𝐸^6

𝐸^6

5 6 1 2 30 0 1 0.5 -0.8660254 00 0 2 0.8660254 0.5 00 0 3 A2 = 0 0 1

0.70710678 0 4 0 0 00.70710678 0 5 0 0 0

0 1 6 0 0 0

5 6 1 2 30 0 1 0.5 0.8660254 00 0 2 -0.8660254 0.5 00 0 3 AT2 = 0 0 1

-0.70710678 0 4 0 0 00.70710678 0 5 0 0 0

0 1 6 0 0 0

5 6 1 2 3 40.12903408 -16.12926052 1 2.5 0.15803383 19.7542291

-0.12903408 16.12926052 2 -4.33012702 0.09124088 11.4051095-22.810219 1809.610706 3 AT2*K2 = 0 22.810219 3892.94404

-0.12903408 16.12926052 4 -2.5 -0.15803383 -19.75422910.12903408 -16.12926052 5 4.33012702 -0.09124088 -11.4051095-22.810219 3892.944039 6 0 22.810219 1809.61071

8 9 1 2 3-2.40875912 -16.12926052 4 1.38686131 -2.08604659 19.7542291-2.59124088 16.12926052 5 -2.08604659 3.79562044 11.4051095-16.1292605 1809.610706 6 19.7542291 11.4051095 3892.944042.40875912 16.12926052 7 -1.38686131 2.08604659 -19.75422912.59124088 -16.12926052 8 2.08604659 -3.79562044 -11.4051095

-16.1292605 3892.944039 9 19.7542291 11.4051095 1809.61071

6 7 8 9-16.1292605 0 0 0 116.1292605 0 0 0 21809.61071 0 0 0 335.8834896 -1.386861314 2.08604659 19.7542291 4-4.72415103 2.086046593 -3.79562044 11.4051095 57785.88808 -19.7542291 -11.4051095 1809.61071 6-19.7542291 1.386861314 -2.08604659 -19.7542291 7-11.4051095 -2.086046593 3.79562044 -11.4051095 81809.61071 -19.7542291 -11.4051095 3892.94404 9

 ̅�〖𝐾 =𝐴〗^𝑇 2 x K2 x A2

*E-6

ІFemІ=ІFªІ+ІKІ*ІUІ

4 5 60 0 0 10 0 0 20 0 0 3

0.5 -0.8660254 0 40.8660254 0.5 0 5

0 0 1 6

4 5 60 0 0 10 0 0 20 0 0 3

0.5 0.8660254 0 4-0.8660254 0.5 0 5

0 0 1 6

5 6-2.5 -0.15803383 19.7542291 1

4.33012702 -0.09124088 11.4051095 20 -22.810219 1809.61071 3

2.5 0.15803383 -19.7542291 4-4.33012702 0.09124088 -11.4051095 5

0 -22.810219 3892.94404 6

4 5 6-1.38686131 2.08604659 19.7542291 42.08604659 -3.79562044 11.4051095 5

-19.7542291 -11.4051095 1809.61071 61.38686131 -2.08604659 -19.7542291 7

-2.08604659 3.79562044 -11.4051095 8-19.7542291 -11.4051095 3892.94404 9