examen de sismo portico

NIVEL PESO H P*H FIX FIY long ex long ey MTX MTY2 160.61 Ton 8.5 1365.20 41.4941793061467 41.494179306 14.28 19.25 29.626844 39.938151 236.47 Ton 5 1182.34 35.9364930388533 35.936493039 14.28 19.25 25.658656 34.58887

2547.54

Mtx = e * Fi donde e = 0.05 * LxV2 = 77.4307 Tn V2 Mty = e * Fi donde e = 0.05 * LyV1 = 35.9365 Tn

V1

FUERZAS O CARGAS INERCIALES DEL ZUCS

35.9365 F1x 35.936541.4942 F2x 41.494179306146735.9365 F1y 35.9364930388533

F = 41.4942 F2y 41.494179306146734.5889 1θ 34.588874549896339.9381 2θ 39.9381475821662

calculo de vectores de posicion1er PISO 2do PISO

portico ∞=ang rdk respct a x - ∞β portico

1 A-A 7.1623 90 180 -90 1 A-A 7.1623 90 1802 B-B 5.1623 90 180 -90 2 5.1623 90 1803 C-C 0.8377 0 90 -90 3 C-C 0.8377 0 904 D-D 6.8377 90 0 90 4 D-D 6.8377 90 06 1-1 8.5953 90 270 -180 6 1-1 6.5288 90 2707 2-2 0.5953 90 270 -180 7 2-2 1.4712 0 908 3-3 2.4047 0 90 -90 8 3-3 4.4712 0 909 4-4 7.4047 90 0 90 9 4-4 9.4712 0 90

10 5-5 10.4047 90 0 90 10 5-5 10.4047 90 0

r dk=dist cm-eje portico

ang. de βport a x


ang. de βport a x

∞=ang rdk

respct a x

rdx= Distancia que hay entre el portico con respec =β Angulo del potrico con respecto la eje X a don

∞ = Angulo del portico con respecto la eje Y

MATRIZ DE RIGIDEZ TRIDIMENSIONAL DEL PORTICO

¡ kxx= (cos B )* ( kpk )* (cos B ) kxx kxy¡ kxy= (cos B )* ( kpk )* (sen B ) KK= kyx kyy¡ kxo= (cos B )* ( kpk )* ( rdk ) sem ( -∞)β k xθ k yθ

kyx= (sen B )* ( kpk )* (cos B )¡ kyy= (sen B )* ( kpk )* (sen B )¡ kyo= (sen B )* ( kpk )* ( rdk ) sem ( -∞)β

kox= ( rdk )* ( kpk )* sem ( -∞)*(cos B )βkoy= ( rdk )* ( kpk )* sem ( -∞)*(sen B )β

¡ koo= ( rdk )* ( kpk )* sem ( -∞)*( rdk )*(sen B β

matrices de rigides lateralPortico A-A

0.000221 0.0003654MATRIZ DE FLEXIBILIDAD 0.0003654 0.0008188 Simetrica

matriz de rigidez lateral 17260.5551203643 -7702.74406568287-7702.74406568286 4658.74777918969

portico ∞=ang rdk respct a x - ∞β portico1 2A-A 7.1623 90 180 -90 A-A 7.1623 90 180

rdk = 7.1623 0 k pk = 17260.5551 -7702.740 7.1623 -7702.7441 4658.748

cos =β 6.12323E-17 0 sen =β 1.000 0.0000 6.12323E-17 0.000 1.000

sem ( -∞) =β -1 0 rdk*sen(b-a)= -7.1623 00 -1 0 -7.1623


ang. de βport a x


ang. de βport a x

∞=ang rdk

respct a x

sen *kpkβ 17260.55512 -7702.74407 cos B *kpk) 1.0569E-12 -4.7E-13-7702.74407 4658.74778 -4.717E-13 2.85E-13

7.56986E-12 -3.3781E-12 rdk*sen(b-a)*kpk -123625.27 55169.36-3.37815E-12 2.04316E-12 55169.3638 -33367

K xx = 6.47167E-29 -2.8881E-29 k yy= 17260.5551 -7702.74-2.88807E-29 1.74675E-29 -7702.7441 4658.748

Kxy = 1.0569E-12 -4.7166E-13 kY =θ -123625.27 55169.36kyx = -4.71657E-13 2.85266E-13 k Y=θ 55169.3638 -33367

kx =θ -7.56986E-12 3.37815E-12 k =θθ 885441.3 -395140k x=θ 3.37815E-12 -2.0432E-12 -395139.53 238987

MATRIZ TRIDIMENSIONAL DEL PORTICO A-A

6.47167E-29 -2.8881E-29 1.056904178983E-12 -4.71657043234E-13 -7.569865E-12 3.378149E-12-2.88807E-29 1.74675E-29 -4.71657043234E-13 2.85266027791E-13 3.378149E-12 -2.043161E-12

1.0569E-12 -4.7166E-13 17260.5551203643 -7702.74406568287 -123625.2739 55169.363822-4.71657E-13 2.85266E-13 -7702.74406568286 4658.74777918969 55169.363822 -33367.34922-7.56986E-12 3.37815E-12 -123625.273938585 55169.3638216404 885441.29953 -395139.53453.37815E-12 -2.0432E-12 55169.3638216404 -33367.3492188903 -395139.5345 238986.96531

matrices de rigides lateralPortico B-B

0.00238 0.0001MATRIZ DE FLEXIBILIDAD 0.0001 0 Simetrica

matriz de rigidez lateral 0 1000010000 -238000

portico ∞=ang rdk respct a x - ∞β portico1 2B-B 5.16 90.00 180.00 -90.00 B-B

rdk = 5.1623 0 k pk = 0 100000 0 10000 -238000

cos =β 6.12323E-17 0 sen =β 1.000 0.0000 1 0.000 0.000

sem ( -∞) =β -1 0 rdk*sen(b-a)= #VALUE! #VALUE!0 0 #VALUE! #VALUE!

sen *kpkβ 0 0 cos B *kpk) 0 1000010000 0 6.1232E-13 -238000

(cos B a* kpk)*rd

k


ang. de βport a x


ang. de βport a x

∞=ang rdk

respct a x

#VALUE! #VALUE! rdk*sen(b-a)*kpk #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!

K xx = 0 6.12323E-13 k yy= 0 06.12323E-13 -238000 0 0

Kxy = 0 10000 kY =θ #VALUE! #VALUE!kyx = 0 0 k Y=θ #VALUE! #VALUE!

kx =θ #VALUE! #VALUE! k =θθ #VALUE! #VALUE!k x=θ #VALUE! #VALUE! #VALUE! #VALUE!

MATRIZ TRIDIMENSIONAL DEL PORTICO B-B

0 6.12323E-13 0 10000 #VALUE! #VALUE!6.12323E-13 -238000 0 0 #VALUE! #VALUE!

0 10000 0 0 #VALUE! #VALUE!0 0 0 0 #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

matrices de rigides lateralPortico C-C



portico ∞=ang rdk respct a x - ∞β portico1 2C-C 0.84 0.00 90.00 -90.00 C-C 0.84 0.00 90.00

rdk = 0.8377 0 k pk = 33336917 -3E+070 0.8377 -3332616633347667

cos =β 1 0 sen =β 0.000 0.0000 1 0.000 0.000

sem ( -∞) =β -1 0 rdk*sen(b-a)= -0.8377 00 -1 0 -0.8377

sen *kpkβ 0 0 cos B *kpk) 33336917 -3E+070 0 -3332616633347667

27926335.2 -27917330 rdk*sen(b-a)*kpk -2792633527917330-27917329.6 27935340.8 27917330 -3E+07

K xx = 33336916.79 -33326166 k yy= 0 0

(cos B a* kpk)*rd

k


ang. de βport a x


ang. de βport a x

∞=ang rdk

respct a x

(cos B a* kpk)*rd

k

-33326166.4 33347667.2 0 0

Kxy = 0 0 kY =θ 0 0kyx = 0 0 k Y=θ 0 0

kx =θ -27926335.2 27917329.6 k =θθ 23393891 -2E+07k x=θ 27917329.61 -27935341 -2338634723401435

MATRIZ TRIDIMENSIONAL DEL PORTICO C-C

33336916.79 -33326166 0 0 -27926335.2 27917329.607-33326166.4 33347667.2 0 0 27917329.607 -27935340.79

0 0 0 0 0 00 0 0 0 0 0

-27926335.2 27917329.6 0 0 23393890.994 -23386347.0127917329.61 -27935341 0 0 -23386347.01 23401434.977

matrices de rigides lateralPortico D-D


matriz de rigidez lateral -1294339.00595825 1302951.737784281302951.73778428 -1294559.84523584

portico ∞=ang rdk respct a x - ∞β portico1 2D-D 6.84 90.00 0.00 90.00 D-D 6.84 90.00 0.00

rdk = 6.8377 0 k pk = -1294339 13029520 6.8377 1302951.74 -1E+06

cos =β 6.12323E-17 0 sen =β 1.000 0.0000 6.12323E-17 0.000 1.000

sem ( -∞) =β 1 0 rdk*sen(b-a)= 6.8377 00 1 0 6.8377

sen *kpkβ -1294339.01 1302951.74 cos B *kpk) -7.926E-11 8E-111302951.738 -1294559.85 7.9783E-11 -7.9E-11

-5.41925E-10 5.45531E-10 rdk*sen(b-a)*kpk -8850302 89091935.45531E-10 -5.4202E-10 8909193.1 -9E+06

K xx = -4.85299E-27 4.88529E-27 k yy= -1294339 13029524.88529E-27 -4.8538E-27 1302951.74 -1E+06

Kxy = -7.92554E-11 7.97828E-11 kY =θ -8850302 8909193kyx = 7.97828E-11 -7.9269E-11 k Y=θ 8909193.1 -9E+06


ang. de βport a x


ang. de βport a x

∞=ang rdk

respct a x

(cos B a* kpk)*rd

k

kx =θ -5.41925E-10 5.45531E-10 k =θθ -6051570960918390k x=θ 5.45531E-10 -5.4202E-10 60918390 -6E+07

MATRIZ TRIDIMENSIONAL DEL PORTICO D-D

-4.85299E-27 4.88529E-27 -7.92554060329E-11 7.97827837561E-11 -5.419247E-10 5.455307E-104.88529E-27 -4.8538E-27 7.978278375605E-11 -7.92689285386E-11 5.455307E-10 -5.420172E-10

-7.92554E-11 7.97828E-11 -1294339.00595825 1302951.73778428 -8850301.821 8909193.09747.97828E-11 -7.9269E-11 1302951.73778428 -1294559.84523584 8909193.0974 -8851811.854

-5.41925E-10 5.45531E-10 -8850301.82104072 8909193.09744757 -60515708.76 60918389.6425.45531E-10 -5.4202E-10 8909193.09744757 -8851811.8537691 60918389.642 -60526033.91

matrices de rigides lateralPortico 1-1



portico ∞=ang rdk respct a x - ∞β portico1 21-1 8.60 90.00 270.00 -180.00 1-1 6.53 90.00 270.00

rdk = 8.5953 0 k pk = -22114.505 103400 6.5288 10340.0255 -2132

cos =β 6.12323E-17 0 sen =β 1.000 0.0000 6.12323E-17 0.000 1.000

sem ( -∞) =β -1.22465E-16 0 rdk*sen(b-a)= -1.053E-15 00 -1.2246E-16 0 -8E-16

sen *kpkβ -22114.5053 10340.0255 cos B *kpk) -1.354E-12 6.33E-1310340.02546 -2131.95785 6.3314E-13 -1.3E-13

-1.16391E-11 5.44206E-12 rdk*sen(b-a)*kpk 2.3278E-11 -8.3E-124.13367E-12 -8.523E-13 -1.088E-11 1.7E-12

K xx = -8.29161E-29 3.87689E-29 k yy= -22114.505 103403.87689E-29 -7.9936E-30 10340.0255 -2132

Kxy = -1.35412E-12 6.33144E-13 kY =θ 2.3278E-11 -1.1E-11kyx = 6.33144E-13 -1.3054E-13 k Y=θ -8.267E-12 1.7E-12

kx =θ 1.42538E-27 -6.6646E-28 k =θθ -2.45E-26 8.7E-27k x=θ -5.06229E-28 1.04377E-28 8.7024E-27 -1.4E-27


ang. de βport a x


ang. de βport a x

∞=ang rdk

respct a x

(cos B a* kpk)*rd

k

MATRIZ TRIDIMENSIONAL DEL PORTICO 1-1

-8.29161E-29 3.87689E-29 -1.35412290789E-12 6.3314395423E-13 1.425378E-27 -6.664604E-283.87689E-29 -7.9936E-30 6.331439542304E-13 -1.30544767904E-13 -5.062286E-28 1.043767E-28

-1.35412E-12 6.33144E-13 -22114.5053224235 10340.0254615656 2.327819E-11 -1.088412E-116.33144E-13 -1.3054E-13 10340.0254615656 -2131.95785094823 -8.26734E-12 1.704601E-121.42538E-27 -6.6646E-28 2.32781852604E-11 -1.08841244596E-11 -2.45031E-26 8.702373E-27

-5.06229E-28 1.04377E-28 -8.26734049676E-12 1.70460136138E-12 8.702373E-27 -1.36291E-27





rdk = 0.5953 0 k pk = 14469.5162 -6765.480 1.4712 -6765.4765 5866.02

cos =β 6.12323E-17 0 sen =β 1.000 0.0000 1 0.000 0.000

sem ( -∞) =β -1.22465E-16 0 rdk*sen(b-a)= -7.29E-17 00 -1 0 -1.4712

sen *kpkβ 14469.51625 0 cos B *kpk) 8.86E-13 -6765.48-6765.47652 0 -4.143E-13 5866.02

5.27437E-13 -4027.48817 rdk*sen(b-a)*kpk -1.055E-12 9953.369-6.09468E-13 8630.08877 4.9323E-13 -8630.09

K xx = 5.4252E-29 -4.1427E-13 k yy= 14469.5162 0-4.14266E-13 5866.0201 0 0

Kxy = 8.86002E-13 -6765.47652 kY =θ -1.055E-12 0kyx = 0 0 k Y=θ 9953.36905 0

kx =θ -6.45924E-29 4.93225E-13 k =θθ 7.6904E-29 -7.3E-13k x=θ 6.09468E-13 -8630.08877 -7.256E-13 12696.59


5.4252E-29 -4.1427E-13 8.860023379698E-13 -6765.4765163662 -6.459243E-29 4.93225E-13-4.14266E-13 5866.0201 0 0 6.094681E-13 -8630.088772


ang. de βport a x


ang. de βport a x

∞=ang rdk

respct a x

(cos B a* kpk)*rd

k

8.86002E-13 -6765.47652 14469.5162488757 0 -1.054874E-12 00 0 0 0 9953.3690509 0

-6.45924E-29 4.93225E-13 -1.05487438359E-12 0 7.690374E-29 -7.256327E-136.09468E-13 -8630.08877 9953.36905087795 0 -7.256327E-13 12696.586602


8.12E-04 0.0013MATRIZ DE FLEXIBILIDAD 0.0013 0.0013 Simetrica



rdk = 2.4047 0 k pk = -2047.0829 2047.0830 4.4712 2047.08291 -1277.85

cos =β 1 0 sen =β 0.000 0.0000 1 0.000 0.000

sem ( -∞) =β -1 0 rdk*sen(b-a)= -2.4047 00 0 0 0

sen *kpkβ 0 0 cos B *kpk) -2047.0829 2047.0830 0 2047.08291 -1277.85

-4922.62027 4922.62027 rdk*sen(b-a)*kpk 4922.62027 09152.917093 -5713.53248 -4922.6203 0

K xx = -2047.08291 2047.08291 k yy= 0 02047.082907 -1277.85214 0 0

Kxy = 0 0 kY =θ 0 0kyx = 0 0 k Y=θ 0 0

kx =θ 4922.620266 -4922.62027 k =θθ -11837.425 0k x=θ 0 0 0 0


-2047.08291 2047.08291 0 0 4922.6202661 -4922.6202662047.082907 -1277.85214 0 0 0 0

0 0 0 0 0 00 0 0 0 0 0

4922.620266 -4922.62027 0 0 -11837.42495 00 0 0 0 0 0


ang. de βport a x


ang. de βport a x

∞=ang rdk

respct a x

(cos B a* kpk)*rd

k


1.23E-04 1.61E-04MATRIZ DE FLEXIBILIDAD 0.0001605 2.90E-04 Simetrica


portico ∞=ang rdk respct a x - ∞β portico1 24-4 7.40 90.00 0.00 90.00 4-4 9.47 0.00 90.00

rdk = 7.4047 0 k pk = 29204.8307 -161690 9.4712 -16168.939 12401.22

cos =β 6.12323E-17 0 sen =β 1.000 0.0000 1 0.000 0.000

sem ( -∞) =β 1 0 rdk*sen(b-a)= 7.4047 00 -1 0 -9.4712

sen *kpkβ 29204.83073 0 cos B *kpk) 1.7883E-12 -16169-16168.9387 0 -9.901E-13 12401.22

1.32417E-11 -119726.14 rdk*sen(b-a)*kpk 216253.01 153139-9.37707E-12 117454.467 -119726.14 -117454

K xx = 1.09501E-28 -9.9006E-13 k yy= 29204.8307 0-9.90062E-13 12401.2234 0 0

Kxy = 1.78828E-12 -16168.9387 kY =θ 216253.01 0kyx = 0 0 k Y=θ 153139.252 0

kx =θ 1.32417E-11 -119726.14 k =θθ 1601288.66 1133950k x=θ 9.37707E-12 -117454.467 1133950.22 1112435


1.09501E-28 -9.9006E-13 1.788280123956E-12 -16168.9387131741 1.324168E-11 -119726.1405-9.90062E-13 12401.2234 0 0 9.377075E-12 -117454.46711.78828E-12 -16168.9387 29204.8307348858 0 216253.01014 0

0 0 0 0 153139.25234 01.32417E-11 -119726.14 216253.010142609 0 1601288.6642 1133950.22189.37707E-12 -117454.467 153139.252340215 0 1133950.2218 1112434.7484


8.66E-05 0MATRIZ DE FLEXIBILIDAD 0 8.66E-05 Simetrica


ang. de βport a x


ang. de βport a x

∞=ang rdk

respct a x

(cos B a* kpk)*rd

k

matriz de rigidez lateral 11552.6802218115 00 11552.6802218115

portico ∞=ang rdk respct a x - ∞β portico1 25-5 10.40 90.00 0.00 90.00 5-5 10.40 90.00 0.00

rdk = 10.4047 0 k pk = 11552.6802 00 10.4047 0 11552.68

cos =β 6.12323E-17 0 sen =β 1.000 0.0000 6.12323E-17 0.000 1.000

sem ( -∞) =β 1 0 rdk*sen(b-a)= 10.4047 00 0 0 0

sen *kpkβ 11552.68022 0 cos B *kpk) 7.074E-13 00 11552.6802 0 7.07E-13

7.36026E-12 0 rdk*sen(b-a)*kpk 120202.172 00 7.36026E-12 0 0

K xx = 4.33156E-29 0 k yy= 11552.6802 00 4.33156E-29 0 11552.68

Kxy = 7.07398E-13 0 kY =θ 120202.172 0kyx = 0 7.07398E-13 k Y=θ 0 0

kx =θ 7.36026E-12 0 k =θθ 1250667.54 0k x=θ 0 0 0 0


4.33156E-29 0 7.073976427607E-13 0 7.36026E-12 00 4.33156E-29 0 7.07397642761E-13 0 0

7.07398E-13 0 11552.6802218115 0 120202.1719 00 7.07398E-13 0 11552.6802218115 0 0

7.36026E-12 0 120202.171903882 0 1250667.538 00 0 0 0 0 0


ang. de βport a x


ang. de βport a x

∞=ang rdk

respct a x

(cos B a* kpk)*rd

k

e = 0.05 * Lxe = 0.05 * Ly

- ∞β

-90

-9090

-180-90

-90

Distancia que hay entre el portico con respecAngulo del potrico con respecto la eje X a donAngulo del portico con respecto la eje Y

kxθkyθkθθ

- ∞β

-90

- ∞β

- ∞β

-90.00

- ∞β

90.00

- ∞β

-180.00

- ∞β

-90.00

- ∞β

0.00

- ∞β

-90.00

- ∞β

0.00

MATRIZ TRIDIMENSIONAL DE CADA PORTICO

A-A6.47167E-29 -2.888E-29 1.0569042E-12 -4.71657E-13 -7.5698648E-12 3.3781492E-12-2.88807E-29 1.7468E-29 -4.71657E-13 2.8526603E-13 3.3781492E-12 -2.0431609E-12

K= 1.0569E-12 -4.717E-13 17260.5551204 -7702.7440657 -123625.27394 55169.3638216-4.71657E-13 2.8527E-13 -7702.7440657 4658.7477792 55169.3638216 -33367.349219-7.56986E-12 3.3781E-12 -123625.27394 55169.363822 885441.29953 -395139.53453.37815E-12 -2.043E-12 55169.3638216 -33367.349219 -395139.5345 238986.96531

B-B0 6.1232E-13 0 10000 #VALUE! #VALUE!

6.12323E-13 -238000 0 0 #VALUE! #VALUE!K= 0 10000 0 0 #VALUE! #VALUE!

0 0 0 0 #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

C-C33336916.79 -33326166 0 0 -27926335.197 27917329.6065-33326166.4 33347667 0 0 27917329.6065 -27935340.787

K= 0 0 0 0 0 00 0 0 0 0 0

-27926335.2 27917330 0 0 23393890.9943 -23386347.01127917329.61 -27935341 0 0 -23386347.011 23401434.9772

D-D -4.85299E-27 4.8853E-27 -7.925541E-11 7.9782784E-11 -5.4192469E-10 5.4553074E-104.88529E-27 -4.854E-27 7.9782784E-11 -7.926893E-11 5.4553074E-10 -5.4201715E-10

K= -7.92554E-11 7.9783E-11 -1294339.006 1302951.7378 -8850301.821 8909193.097457.97828E-11 -7.927E-11 1302951.73778 -1294559.8452 8909193.09745 -8851811.8538-5.41925E-10 5.4553E-10 -8850301.821 8909193.0974 -60515708.762 60918389.64245.45531E-10 -5.42E-10 8909193.09745 -8851811.8538 60918389.6424 -60526033.913

1-1 -8.29161E-29 3.8769E-29 -1.354123E-12 6.3314395E-13 1.4253778E-27 -6.6646041E-283.87689E-29 -7.994E-30 6.3314395E-13 -1.305448E-13 -5.062286E-28 1.0437673E-28

K= -1.35412E-12 6.3314E-13 -22114.505322 10340.025462 2.3278185E-11 -1.0884124E-116.33144E-13 -1.305E-13 10340.0254616 -2131.9578509 -8.2673405E-12 1.7046014E-121.42538E-27 -6.665E-28 2.3278185E-11 -1.088412E-11 -2.4503099E-26 8.7023734E-27-5.06229E-28 1.0438E-28 -8.26734E-12 1.7046014E-12 8.7023734E-27 -1.3629096E-27

2-2 5.4252E-29 -4.143E-13 8.8600234E-13 -6765.4765164 -6.4592427E-29 4.9322505E-13-4.14266E-13 5866.0201 0 0 6.0946808E-13 -8630.0887724

K= 8.86002E-13 -6765.4765 14469.5162489 0 -1.0548744E-12 00 0 0 0 9953.36905088 0

-6.45924E-29 4.9323E-13 -1.054874E-12 0 7.6903743E-29 -7.2563269E-136.09468E-13 -8630.0888 9953.36905088 0 -7.2563269E-13 12696.586602

3-3 -2047.08291 2047.08291 0 0 4922.62026612 -4922.62026612047.082907 -1277.8521 0 0 0 0

K= 0 0 0 0 0 00 0 0 0 0 0

4922.620266 -4922.6203 0 0 -11837.424954 00 0 0 0 0 0

4-4 1.09501E-28 -9.901E-13 1.7882801E-12 -16168.938713 1.3241678E-11 -119726.14049-9.90062E-13 12401.2234 0 0 9.3770748E-12 -117454.46706

K= 1.78828E-12 -16168.939 29204.8307349 0 216253.010143 00 0 0 0 153139.25234 0

1.32417E-11 -119726.14 216253.010143 0 1601288.6642 1133950.22189.37707E-12 -117454.47 153139.25234 0 1133950.2218 1112434.74842

5-5 4.33156E-29 0 7.0739764E-13 0 7.3602603E-12 00 4.3316E-29 0 7.0739764E-13 0 0

K= 7.07398E-13 0 11552.6802218 0 120202.171904 00 7.074E-13 0 11552.680222 0 0

7.36026E-12 0 120202.171904 0 1250667.53801 00 0 0 0 0 0

MATRIZ TRIDIMENSIONAL DE TODA LA ESTRUCTURA

33334869.71 -33324119 -7.617094E-11 -12934.41523 #VALUE! #VALUE!-33324119.3 33126657 7.9944271E-11 -7.840681E-11 #VALUE! #VALUE!

K= -7.61709E-11 -12934.415 -1243965.929 1305589.0192 #VALUE! #VALUE!7.99443E-11 -7.841E-11 1305589.01918 -1280480.3751 #VALUE! #VALUE!



K^-1= #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

FUERZASDESPLASAMIENTO

[D]=[K-1]x[F]

F1x 35.936493039 #VALUE! dx1 Significado de cada numeroF2x 41.494179306 #VALUE! dx2 x=▲ ( x- x)*R*f/(h)▲ ▲F1y = 35.936493039 #VALUE! dy1F2y 41.494179306 #VALUE! dy2 R= 7

1θ 34.588874550 #VALUE! d 1Θ h 8.52θ 39.938147582 #VALUE! d 2Θ f= 0.75

Mayor Desplazamiento esta en direccion "y" entonces necesito Rigidizar con placasSegún reglamento 4dbe ser /h=<=0.007▲ desplazamiento relativo maximo

x=▲ #VALUE! #VALUE!y=▲ #VALUE! #VALUE!

DESPLAZAMINETO LOCAL DE CADA PORTICO

( dpk ) = (cos Bx ) *(Dx) + ( sen (Bx) * Dy + ( rdx ) * ( senD ( -∞) )* ( Do )β Fuerzas Inerciales en cada Portico

Dpk = AA #VALUE! * 17260.5551204 -7702.7440657 = #VALUE!#VALUE! -7702.7440657 4658.74777919 #VALUE!

#VALUE!

Dpk = BB #VALUE! * 0 10000 = #VALUE!#VALUE! 10000 -238000 #VALUE!

#VALUE!

Dpk = CC #VALUE! * 33336916.7921 -33326166.416 = #VALUE!#VALUE! -33326166.416 33347667.1684 #VALUE!

#VALUE!

Dpk = DD #VALUE! * -1294339.006 1302951.73778 = #VALUE!#VALUE! 1302951.73778 -1294559.8452 #VALUE!

#VALUE!

Dpk = 11 #VALUE! * -22114.505322 10340.0254616 = #VALUE!#VALUE! 10340.0254616 -2131.9578509 #VALUE!

#VALUE!

Dpk = 22 #VALUE! * 14469.5162489 -6765.4765164 = #VALUE!#VALUE! -6765.4765164 5866.0201009 #VALUE!

#VALUE!

Dpk = 33 #VALUE! * -2047.0829069 2047.08290686 = #VALUE!#VALUE! 2047.08290686 -1277.8521376 #VALUE!

#VALUE!

Dpk = 44 #VALUE! * 29204.8307349 -16168.938713 = #VALUE!#VALUE! -16168.938713 12401.2233993 #VALUE!

#VALUE!

Dpk = 55 #VALUE! * 11552.6802218 0 = #VALUE!#VALUE! 0 11552.6802218 #VALUE!

#VALUE!

examen de sismo portico

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