Antisismica ing.civil

DATOS GERERALES DE LA ESTRUCTURA

DONCENTE :

CODIGO : 1703092014 CICLO : IX

COLUMNA # 1 COLUMNA # 2 COLUMNA # 3 COLUMNA # 4 VIGA # 1 VIGA # 2

4.00 4.00 3.00 3.00 6.00 6.00

0.30 0.30 0.30 0.30 0.30 0.30

0.30 0.30 0.30 0.60 0.60 0.60

210.00

2173706.51 2173706.51 2173706.51 2173706.51 2173706.51 2173706.51

0.000675 0.000675 0.000675 0.005400 0.005400 0.005400

1467.25 1467.25 1467.25 11738.02 11738.02 11738.02

0.09 0.09 0.09 0.18 0.18 0.18

K 1-1 11248.93 K 1-2 3912.67 K 1-3 978.17

K 2-1 3912.67 K 2-2 24943.28 K 2-3 0.00

K 3-1 978.17 K 3-2 0.00 K 3-3 9781.68

K 4-1 0.00 K 4-2 7825.34 K 4-3 3912.67

K 5-1 550.22 K 5-2 2200.88 K 5-3 0.00

K 6-1 0.00 K 6-2 0.00 K 6-3 978.17

K 1-4 0.00 K 1-5 550.22 K 1-6 0.00

K 2-4 7825.34 K 2-5 2200.88 K 2-6 0.00

K 3-4 3912.67 K 3-5 0.00 K 3-6 978.17

K 4-4 23476.03 K 4-5 0.00 K 4-6 7825.34

K 5-4 0.00 K 5-5 550.22 K 5-6 0.00

K 6-4 7825.34 K 6-5 0.00 K 6-6 5869.01

INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA

FACULTAD DE INGENIERIA

E.A.P INGENIERIA CIVIL

DESCRIPCION

ALUMNO : AYALA MAURICIO ORLANDO ANGEL Ing : HERNAN RICALDI PORRAS

RIGIDEZ ( EI )AREA DE LA SECCION ( A )

ANCHO DE LA SECCION ( B )PERALTE DE SECCION ( H )

LON.VIGA /ALTURA DE LA COLUMNA

RESISTECIA DEL CONCRETO ( f'c )MOD. DE ELAST. DE CONCRETO( E )

INERCIA DE LA SECCION ( I )


DONCENTE :





ALUMNO : AYALA MAURICIO ORLANDO ANGEL Ing : HERNAN RICALDI PORRAS

5869.008 0.000 7825.343 978.168 0.000 0.000

0.000 550.219 0.000 0.000 2200.878 550.219

7825.343 0.000 23476.030 3912.672 7825.343 0.000

978.168 0.000 3912.672 9781.679 0.000 978.168

0.000 2200.878 7825.343 0.000 24943.282 3912.672

0.000 550.219 0.000 978.168 3912.672 11248.931

0.000 -2.16253E-05 -1.75883E-05 7.99812E-06

0.000 0.000112163 8.79414E-06 -1.28122E-05

0.000 8.79414E-06 4.83678E-05 -1.75883E-05

0.000 -1.28122E-05 -1.75883E-05 9.61291E-05

0.386262514 -0.034308954

-0.059510567 0.012305339

-0.129032258 0.096774194

0.050055617 0.014182425

2964.425502 -256.4426631

-256.4426631 220.7916246

MATRIZ DE RIGIDEZ

RESOLVIENDO LA SUB-MATRICEZ

K 1-1

K 2-1 K 2- 2

K 1- 2

𝐾 22−1

𝐾 22−1 ,𝐾 21

𝐾 12. 𝐾 22−1 . 𝐾 21


ALUMNO : AYALA MAURICIO ORLANDO ANGEL DONCENTE :





Ing : HERNAN RICALDI PORRAS

0.000369692 -0.000287786 -0.000152672 2.55419E-05 7.55525E-05 -1.44237E-05

-0.000287786 0.003259593 0.000222994 -5.72367E-05 -0.000352578 -3.18236E-05

-0.000152672 0.000222994 0.000118686 -3.34549E-05 -5.8868E-05 1.24776E-05

2.55419E-05 -5.72367E-05 -3.34549E-05 0.000114388 1.76289E-05 -1.32789E-05

7.55525E-05 -0.000352578 -5.8868E-05 1.76289E-05 9.2237E-05 -1.63697E-05

-1.44237E-05 -3.18236E-05 1.24776E-05 -1.32789E-05 -1.63697E-05 9.73024E-05

1 0.000 0.000 0.000 0.000 0.000

0.000 1.000 0.000 0.000 0.000 0.000

0.000 0.000 1 0.000 0.000 0.000

0.000 0.000 0.000 1 0.000 0.000

0.000 0.000 0.000 0.000 1 0.000

0.000 0.000 0.000 0.000 0.000 1.000

2904.582 256.443

256.443 329.428

CALCULO DE LA RIGIDEZ LATERAL

INVERSA DE LA MATRIZ

VERIFICAMOS

𝐾𝐿 =


ALUMNO : AYALA MAURICIO ORLANDO ANGEL DONCENTE :


6.00 m

3.00 m 3.00 m

6.00 m

4.00 m 4.00 m





ᶲ1

Δ6

ᶲ2

ᶲ3

Δ5

ᶲ4

ALUMNO : AYALA MAURICIO ORLANDO ANGEL


COLUMNA # 1 COLUMNA # 2 COLUMNA # 3 COLUMNA # 4 COLUMNA # 5 COLUMNA # 6 VIGA # 1 VIGA # 2 VIGA # 3 VIGA # 4

3 4 3 3 3 3 3 3 3 3

0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3

0.3 0.3 0.3 0.3 0.3 0.3 0.6 0.6 0.6 0.6

210 Kg/cm2

2173706.512 2173706.512 2173706.512 2173706.512 2173706.512 2173706.512 2173706.512 2173706.512 2173706.512 2173706.512

0.000675 0.000675 0.000675 0.000675 0.000675 0.000675 0.0054 0.0054 0.0054 0.0054

1467.251896 1467.251896 1467.251896 1467.251896 1467.251896 1467.251896 11738.01516 11738.01516 11738.01516 11738.01516

0.09 0.09 0.09 0.09 0.09 0.09 0.18 0.18 0.18 0.18

K 1-1 19563.36 K 1-2 7825.34 K 1-3 0.00 K 1-4 978.17 K 1-5 0.00

K 2-1 7825.34 K 2-2 34724.96 K 2-3 7825.34 K 2-4 0.00 K 2-5 978.17

K 3-1 0.00 K 3-2 7825.34 K 3-3 19563.36 K 3-4 0.00 K 3-5 0.00

K 4-1 978.17 K 4-2 0.00 K 4-3 0.00 K 4-4 17607.02 K 4-5 7825.34

K 5-1 0.00 K 5-2 978.17 K 5-3 0.00 K 5-4 7825.34 K 5-5 33257.71

K 6-1 0.00 K 6-2 0.00 K 6-3 978.17 K 6-4 0.00 K 6-5 7825.34

K 7-1 978.17 K 7-2 550.22 K 7-3 0.00 K 7-4 0.00 K 7-5 0.00

K 8-1 0.00 K 8-2 550.22 K 8-3 978.17 K 8-4 0.00 K 8-5 0.00

K 9-1 0.00 K 9-2 0.00 K 9-3 0.00 K 9-4 978.17 K 9-5 978.17

K 10-1 0.00 K 10-2 0.00 K 10-3 0.00 K 10-4 0.00 K 10-5 978.17

K 1-6 0.00 K 1-7 978.17 K 1-8 0.00 K 1-9 0.00 K 1-10 0.00

K 2-6 0.00 K 2-7 7825.34 K 2-8 550.22 K 2-9 0.00 K 2-10 0.00

K 3-6 978.17 K 3-7 0.00 K 3-8 978.17 K 3-9 0.00 K 3-10 0.00

K 4-6 0.00 K 4-7 0.00 K 4-8 0.00 K 4-9 978.17 K 4-10 0.00

K 5-6 7825.34 K 5-7 0.00 K 5-8 0.00 K 5-9 978.17 K 5-10 978.17

K 6-6 17607.02 K 6-7 0.00 K 6-8 0.00 K 6-9 0.00 K 6-10 978.17

K 7-6 0.00 K 7-7 927.22 K 7-8 0.00 K 7-9 0.00 K 7-10 0.00

K 8-6 0.00 K 8-7 0.00 K 8-8 927.22 K 8-9 0.00 K 8-10 0.00

K 9-6 0.00 K 9-7 0.00 K 9-8 0.00 K 9-9 1956.34 K 9-10 0.00

K 10-6 978.17 K 10-7 0.00 K 10-8 0.00 K 10-9 0.00 K 10-10 652.11

MOD. DE ELAST. DE CONCRETO( E )

INERCIA DE LA SECCION ( I )


DATOS GERERALES DE LA ESTRUCTURAFACULTAD DE INGENIERIA




DESCRIPCION

LON.VIGA /ALTURA DE LA COL.

ANCHO DE LA SECCION ( B )

PERALTE DE SECCION ( H )

RESIS. DEL CONCRETO ( f'c )







652.112 0.000 0.000 0.000 978.168 978.168 0.000 0.000 0.000 0.000

0.000 1956.336 0.000 0.000 0.000 978.168 978.168 0.000 0.000 0.000

0.000 0.000 927.222 0.000 0.000 0.000 0.000 978.168 550.219 0.000

0.000 0.000 0.000 927.222 0.000 0.000 0.000 0.000 550.219 978.168

978.168 0.000 0.000 0.000 17607.023 7825.343 0.000 978.168 0.000 0.000

978.168 978.168 0.000 0.000 7825.343 33257.710 7825.343 0.000 978.168 0.000

0.000 978.168 0.000 0.000 0.000 7825.343 17607.023 0.000 0.000 978.168

0.000 0.000 978.168 0.000 978.168 0.000 0.000 19563.359 7825.343 0.000

0.000 0.000 550.219 7825.343 0.000 978.168 0.000 7825.343 34724.962 7825.343

0.000 0.000 0.000 978.168 0.000 0.000 978.168 0.000 7825.343 19563.359

0.001139926 5.59255E-05 0.000 -6.583E-07 3.01978E-07 0.000 -6.60544E-06 -1.69198E-07

1.20374E-06 0.001194648 0.000 -6.583E-07 3.47391E-06 0.000 -6.60544E-06 -5.72639E-05

3.30097E-06 -1.34065E-05 0.000 -1.70315E-05 7.58971E-06 0.000 1.63387E-06 -3.62708E-07

-6.12598E-07 1.47729E-05 0.000 3.81302E-05 -1.69942E-05 0.000 -1.85717E-06 8.53935E-07

1.2904E-07 -1.02346E-05 0.000 -1.70315E-05 6.45523E-05 0.000 1.63387E-06 -3.36943E-06

-5.45167E-05 0.000123134 0.000 1.52566E-06 -6.61254E-07 0.000 -1.45522E-05 -3.02735E-07

-6.61175E-06 -0.000313149 0.000 -1.60293E-06 6.66674E-07 0.000 3.7002E-05 8.23325E-07

2.57806E-06 6.6039E-05 0.000 1.52566E-06 -3.66798E-06 0.000 -1.45522E-05 5.38183E-05

0.002605036 -0.000348543

-0.000497644 0.002754136

0.046520164 -0.009235665

0.020632634 0.020674555 65.687 11.189155

-0.009198785 0.046483283 11.184 65.691644

-0.002424022 0.000845538

-8.05948E-05 -0.000915818

0.000517059 -0.002095544

586.425 -11.189

-11.184 1890.644

CALCULO FINAL DE LA RIGIDEZ LATERAL

MATRIZ DE RIGIDEZ DE LA ESTRUCTURA

RESOLVIENDO LAS SU MATRIZ

K 1-2

K 2-1

K 1- 2

K 2- 2

𝐾 22−1 ,𝐾 21

𝐾 22−1

𝐾 12. 𝐾 22−1 . 𝐾 21

𝐾𝐿 =



3.00 m

3.00 m

3.00 m

3.00 m

3.00 m4.00 m3.00 m

3.00 m 3.00 m 3.00 m



E.A.P INGENIERIA CIVILINGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA

1 2 3

4 5 6

7 8

10 9

ᶲ1 ᶲ3

Δ9 Δ10

Δ8 Δ7 ᶲ2

ᶲ4 ᶲ5 ᶲ6





E.A.P INGENIERIA CIVILINGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA

0.002 1.00931E-05 -4.48E-06 -2.324E-06 0.000 -3.54053E-05 1.52191E-05 0.000 3.74725E-07 -7.94633E-07

0.000 0.00052898 2.2368E-07 -2.362E-06 0.000 -1.11253E-05 -2.45152E-05 0.000 1.17749E-07 1.29675E-06

0.000 1.5808E-07 0.00113994 5.593E-05 0.000 -5.69946E-07 2.53787E-07 0.000 -6.60637E-06 -1.66676E-07

0.000 -1.45186E-06 1.2009E-06 0.0011947 0.000 -6.45279E-07 3.549E-06 0.000 -6.60558E-06 -5.72679E-05

0.000 4.41595E-06 3.5114E-06 -1.332E-05 0.000 -1.54872E-05 6.6553E-06 0.000 1.61752E-06 -3.13765E-07

0.000 -1.11447E-05 -5.2479E-07 1.487E-05 0.000 3.90907E-05 -1.68014E-05 0.000 -1.86734E-06 8.43521E-07

0.000 -2.44959E-05 7.7432E-08 -1.015E-05 0.000 -1.68401E-05 6.58318E-05 0.000 1.63184E-06 -3.43702E-06

0.000 -4.22807E-07 -5.4528E-05 0.0001231 0.000 1.44925E-06 -6.03634E-07 0.000 -1.45514E-05 -3.05757E-07

0.000 4.85263E-07 -6.6119E-06 -0.0003132 0.000 -1.61597E-06 6.45449E-07 0.000 3.70021E-05 8.24449E-07

0.000 1.10328E-06 2.5808E-06 6.604E-05 0.000 1.52066E-06 -3.72722E-06 0.000 -1.45522E-05 5.38214E-05

1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

0.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 1.000

INVERSA DE LA MATRIZ DE RIGIDEZ

VERIFICACION



COLUMNA # 1 COLUMNA # 2 COLUMNA # 3 COLUMNA # 4 COLUMNA # 5 COLUMNA # 6 VIGA # 1 VIGA # 2 VIGA # 3

4 4 3 3 3 3 3 3 3

0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3

0.3 0.3 0.3 0.3 0.3 0.3 0.6 0.6 0.6

210

2173706.512 2173706.512 2173706.512 2173706.512 2173706.512 2173706.512 2173706.512 2173706.512 2173706.512

0.000675 0.000675 0.000675 0.000675 0.000675 0.000675 0.0054 0.0054 0.0054

1467.251896 1467.251896 1467.251896 1467.251896 1467.251896 1467.251896 11738.01516 11738.01516 11738.01516

0.09 0.09 0.09 0.09 0.09 0.09 0.18 0.18 0.18

K 1-1 19074.27 K 1-2 7825.34 K 1-3 733.63 K 1-4 0.00 K 1-5 0.00

K 2-1 7825.34 K 2-2 21030.61 K 2-3 0.00 K 2-4 978.17 K 2-5 0.00

K 3-1 733.63 K 3-2 0.00 K 3-3 19563.36 K 3-4 7825.34 K 3-5 978.17

K 4-1 0.00 K 4-2 978.17 K 4-3 7825.34 K 4-4 19563.36 K 4-5 0.00

K 5-1 0.00 K 5-2 0.00 K 5-3 978.17 K 5-4 0.00 K 5-5 17607.02

K 6-1 0.00 K 6-2 0.00 K 6-3 0.00 K 6-4 978.17 K 6-5 7825.34

K 7-1 550.22 K 7-2 550.22 K 7-3 0.00 K 7-4 0.00 K 7-5 0.00

K 8-1 0.00 K 8-2 0.00 K 8-3 978.17 K 8-4 978.17 K 8-5 0.00

K 9-1 0.00 K 9-2 0.00 K 9-3 0.00 K 9-4 0.00 K 9-5 978.17

K 1-6 0.00 K 1-7 550.22 K 1-8 0.00 K 1-9 0.00

K 2-6 0.00 K 2-7 550.22 K 2-8 0.00 K 2-9 0.00

K 3-6 0.00 K 3-7 0.00 K 3-8 978.17 K 3-9 0.00

K 4-6 978.17 K 4-7 0.00 K 4-8 978.17 K 4-9 0.00

K 5-6 7825.34 K 5-7 0.00 K 5-8 0.00 K 5-9 978.17

K 6-6 17607.02 K 6-7 0.00 K 6-8 0.00 K 6-9 978.17

K 7-6 0.00 K 7-7 550.22 K 7-8 0.00 K 7-9 0.00

K 8-6 0.00 K 8-7 0.00 K 8-8 1304.22 K 8-9 0.00

K 9-6 978.17 K 9-7 0.00 K 9-8 0.00 K 9-9 1956.34





DESCRIPCION

LON.VIGA /ALTURA DE LA COLUMNAANCHO DE LA SECCION ( B )

PERALTE DE SECCION ( H )RESISTECIA DEL CONCRETO ( f'c )

MOD. DE ELAST. DE CONCRETO( E )INERCIA DE LA SECCION ( I )








1956.336 0.000 0.000 978.17 978.17 0.00 0.00 0.00 0.00

0.000 1304.224 0.000 0.00 0.00 978.17 978.17 0.00 0.00

0.000 0.000 550.219 0.00 0.00 0.00 0.00 550.22 550.22

978.17 0.00 0.00 17607.023 7825.343 978.168 0.000 0.000 0.000

978.17 0.00 0.00 7825.343 17607.023 0.000 978.168 0.000 0.000

0.00 978.17 0.00 978.168 0.000 19563.359 7825.343 978.168 0.000

0.00 978.17 0.00 0.000 978.168 7825.343 19563.359 0.000 733.626

0.00 0.00 550.22 0.000 0.000 978.168 0.000 21030.611 7825.343

0.00 0.00 550.22 0.000 0.000 0.000 733.626 7825.343 19074.275

7.12349E-05 -3.18607E-05 0.000 3.61293E-06 3.36779E-07 0.000

-3.18607E-05 7.12347E-05 0.000 -5.01929E-06 -2.83199E-07 0.000

-5.02376E-06 3.61491E-06 0.000 -2.48784E-05 -3.79643E-06 0.000

3.61293E-06 -5.01929E-06 0.000 6.14439E-05 2.40335E-06 0.000

3.36779E-07 -2.83199E-07 0.000 2.40335E-06 5.6365E-05 0.000

-2.77125E-07 3.09234E-07 0.000 -3.34922E-06 -2.32166E-05 0.000

0.038514616 -0.001380026 0.000 75.34728804 -2.693628431 0.046

0.038514374 -0.001373722 0.000 -2.693628431 70.0343392 -1.199

-0.001378087 0.035830251 -0.001 0.046118647 -1.199084833 21.801

-0.001375662 0.035767209 -0.001

5.24102E-05 -0.001362665 0.018

3.14085E-05 -0.00081662 0.021

1880.989 2.694 -0.046

2.694 1234.190 1.199

-0.046 1.199 528.418

CALCULO DE LA RIGIDEZ LATERAL

MATRIZ DE RIGIDEZ DE LA ESTRUCTURA

RESOLVIENDO LAS SU MATRIZ

𝐾 22−1

𝐾 22−1 ,𝐾 21

𝐾 12. 𝐾 22−1 . 𝐾 21

𝐾𝐿 =

K 1-1

K 2-1

K 1-2

K 2-2

NOMBRE : ORLANDO AYALA MAURICIO


3.00 m

3.00 m3.00 m

3.00 m

3.00 m


4.00 m 4.00 m

3.00 m 3




1 2

3 4

7

5

ᶲ1

Δ8

ᶲ2

ᶲ3

Δ7

ᶲ4

ᶲ5 ᶲ6 Δ9

6

8

9

NOMBRE : ORLANDO AYALA MAURICIO






0.000531637 -1.16035E-06 4.90326E-08 0.000 -2.04773E-05 7.74252E-07 0.000 -3.03387E-08 -1.8694E-08

-1.16035E-06 0.000810253 -1.83872E-06 0.000 1.15778E-06 -2.90345E-05 0.000 1.1377E-06 7.01023E-07

4.90326E-08 -1.83872E-06 0.001892444 0.000 -3.15234E-08 1.40091E-06 0.000 -3.45187E-05 -4.04686E-05

-2.04774E-05 1.16292E-06 -6.65419E-08 0.000 -3.10704E-05 -5.09369E-06 0.000 3.40651E-07 -2.74109E-07

-2.04773E-05 1.15778E-06 -3.15234E-08 0.000 7.20249E-05 3.54519E-06 0.000 -2.79973E-07 3.11497E-07

7.74252E-07 -2.90345E-05 1.40091E-06 0.000 3.54519E-06 6.25507E-05 0.000 -3.86159E-06 2.46068E-06

7.72881E-07 -2.8983E-05 1.05072E-06 0.000 -5.08889E-06 -2.38381E-05 0.000 2.34465E-06 -3.39538E-06

-3.03387E-08 1.1377E-06 -3.45187E-05 0.000 -2.79973E-07 -3.86159E-06 0.000 5.69962E-05 -2.24775E-05

-1.8694E-08 7.01023E-07 -4.04686E-05 0.000 3.11497E-07 2.46068E-06 0.000 -2.24775E-05 6.29461E-05

1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

0.000 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 1 0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 1 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 1 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000 1.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 0.000

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1

MATRIZ DE RIGIDEZ INVERSA

VERIFICACION

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