This document contains calculations of lateral rigidity (stiffness) for a structural system. It provides geometric data and material properties for the columns and beams. It then shows the calculation of the lateral stiffness matrix based on the element rigidities. The inverse of the matrix is also provided. Finally, the total lateral rigidity of the structure is given as the sum of the diagonal terms of the inverse matrix.

1. DATOS GERERALES DE LA ESTRUCTURA
FACULTAD DE INGENIERIA
E.A.P INGENIERIA CIVIL
INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA
ALUMNO : AYALA MAURICIO ORLANDO ANGEL
DONCENTE :
CODIGO : 1703092014
Ing : HERNAN RICALDI PORRAS
CICLO :
IX
COLUMNA # 1
COLUMNA # 2
COLUMNA # 3
COLUMNA # 4
VIGA # 1
VIGA # 2
LON.VIGA /ALTURA DE LA COLUMNA
4.00
4.00
3.00
3.00
6.00
6.00
ANCHO DE LA SECCION ( B )
0.30
0.30
0.30
0.30
0.30
0.30
PERALTE DE SECCION ( H )
0.30
0.30
0.30
0.60
0.60
0.60
2173706.51
2173706.51
2173706.51
2173706.51
2173706.51
2173706.51
INERCIA DE LA SECCION ( I )
0.000675
0.000675
0.000675
0.005400
0.005400
0.005400
RIGIDEZ ( EI )
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
K 2-1
K 3-1
K 4-1
K 5-1
K 6-1
11248.93
3912.67
978.17
0.00
550.22
0.00
K 1-2
K 2-2
K 3-2
K 4-2
K 5-2
K 6-2
3912.67
24943.28
0.00
7825.34
2200.88
0.00
K 1-3
K 2-3
K 3-3
K 4-3
K 5-3
K 6-3
978.17
0.00
9781.68
3912.67
0.00
978.17
K 1-4
K 2-4
K 3-4
K 4-4
K 5-4
K 6-4
0.00
7825.34
3912.67
23476.03
0.00
7825.34
K 1-5
K 2-5
K 3-5
K 4-5
K 5-5
K 6-5
550.22
2200.88
0.00
0.00
550.22
0.00
K 1-6
K 2-6
K 3-6
K 4-6
K 5-6
K 6-6
0.00
0.00
978.17
7825.34
0.00
5869.01
DESCRIPCION
RESISTECIA DEL CONCRETO ( f'c )
MOD. DE ELAST. DE CONCRETO( E )
AREA DE LA SECCION ( A )
210.00

2. DATOS GERERALES DE LA ESTRUCTURA
FACULTAD DE INGENIERIA
E.A.P INGENIERIA CIVIL
INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA
ALUMNO : AYALA MAURICIO ORLANDO ANGEL
DONCENTE :
CODIGO : 1703092014
CICLO :
Ing : HERNAN RICALDI PORRAS
IX
MATRIZ DE RIGIDEZ
5869.008
0.000
7825.343
978.168
0.000
0.000
K 1-1
K 2-1
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
RESOLVIENDO LA SUB-MATRICEZ
-2.16253E-05
0.000112163
8.79414E-06
-1.28122E-05
-1.75883E-05
8.79414E-06
4.83678E-05
-1.75883E-05
𝐾 22−1 ,𝐾 21
0.386262514
-0.059510567
-0.129032258
0.050055617
-0.034308954
0.012305339
0.096774194
0.014182425
𝐾 12. 𝐾 22−1 . 𝐾 21
2964.425502
-256.4426631
-256.4426631
220.7916246
𝐾 22−1
0.000
0.000
0.000
0.000
7.99812E-06
-1.28122E-05
-1.75883E-05
9.61291E-05
0.000
550.219
0.000
978.168
3912.672
11248.931
K 1- 2
K 2- 2

3. DATOS GERERALES DE LA ESTRUCTURA
FACULTAD DE INGENIERIA
E.A.P INGENIERIA CIVIL
INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA
ALUMNO : AYALA MAURICIO ORLANDO ANGEL
CODIGO :
DONCENTE :
1703092014
Ing : HERNAN RICALDI PORRAS
CICLO :
IX
INVERSA DE LA MATRIZ
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
1
0.000
0.000
0.000
0.000
0.000
0.000
1.000
0.000
0.000
0.000
0.000
-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
VERIFICAMOS
0.000
0.000
1
0.000
0.000
0.000
0.000
0.000
0.000
1
0.000
0.000
CALCULO DE LA RIGIDEZ LATERAL
𝐾𝐿 =
2904.582
256.443
256.443
329.428
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
0.000
0.000
0.000
0.000
1
0.000
0.000
0.000
0.000
0.000
0.000
1.000

4. DATOS GERERALES DE LA ESTRUCTURA
FACULTAD DE INGENIERIA
E.A.P INGENIERIA CIVIL
INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA
ALUMNO : AYALA MAURICIO ORLANDO ANGEL
CODIGO :
DONCENTE :
1703092014
CICLO :
Δ6
ᶲ3
Ing : HERNAN RICALDI PORRAS
IX
ᶲ4
6.00 m
3.00 m
3.00 m
Δ5
ᶲ1
ᶲ2
6.00 m
4.00 m
4.00 m

5. DATOS GERERALES DE LA ESTRUCTURA
FACULTAD DE INGENIERIA
E.A.P INGENIERIA CIVIL
INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA
ALUMNO : AYALA MAURICIO ORLANDO ANGEL
Ing : HERNAN RICALDI PORRAS
CODIGO : 1703092014
CICLO :
DESCRIPCION
IX
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
ANCHO DE LA SECCION ( B )
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
PERALTE DE SECCION ( H )
0.3
0.3
0.3
0.3
0.3
0.3
0.6
0.6
0.6
0.6
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
K 2-1
K 3-1
K 4-1
K 5-1
K 6-1
K 7-1
K 8-1
K 9-1
K 10-1
19563.36
7825.34
0.00
978.17
0.00
0.00
978.17
0.00
0.00
0.00
K 1-2
K 2-2
K 3-2
K 4-2
K 5-2
K 6-2
K 7-2
K 8-2
K 9-2
K 10-2
7825.34
34724.96
7825.34
0.00
978.17
0.00
550.22
550.22
0.00
0.00
K 1-3
K 2-3
K 3-3
K 4-3
K 5-3
K 6-3
K 7-3
K 8-3
K 9-3
K 10-3
0.00
7825.34
19563.36
0.00
0.00
978.17
0.00
978.17
0.00
0.00
K 1-4
K 2-4
K 3-4
K 4-4
K 5-4
K 6-4
K 7-4
K 8-4
K 9-4
K 10-4
978.17
0.00
0.00
17607.02
7825.34
0.00
0.00
0.00
978.17
0.00
K 1-5
K 2-5
K 3-5
K 4-5
K 5-5
K 6-5
K 7-5
K 8-5
K 9-5
K 10-5
0.00
978.17
0.00
7825.34
33257.71
7825.34
0.00
0.00
978.17
978.17
K 1-6
K 2-6
K 3-6
K 4-6
K 5-6
K 6-6
K 7-6
K 8-6
K 9-6
K 10-6
0.00
0.00
978.17
0.00
7825.34
17607.02
0.00
0.00
0.00
978.17
K 1-7
K 2-7
K 3-7
K 4-7
K 5-7
K 6-7
K 7-7
K 8-7
K 9-7
K 10-7
978.17
7825.34
0.00
0.00
0.00
0.00
927.22
0.00
0.00
0.00
K 1-8
K 2-8
K 3-8
K 4-8
K 5-8
K 6-8
K 7-8
K 8-8
K 9-8
K 10-8
0.00
550.22
978.17
0.00
0.00
0.00
0.00
927.22
0.00
0.00
K 1-9
K 2-9
K 3-9
K 4-9
K 5-9
K 6-9
K 7-9
K 8-9
K 9-9
K 10-9
0.00
0.00
0.00
978.17
978.17
0.00
0.00
0.00
1956.34
0.00
K 1-10
K 2-10
K 3-10
K 4-10
K 5-10
K 6-10
K 7-10
K 8-10
K 9-10
K 10-10
0.00
0.00
0.00
0.00
978.17
978.17
0.00
0.00
0.00
652.11
LON.VIGA /ALTURA DE LA COL.
RESIS. DEL CONCRETO ( f'c )
MOD. DE ELAST. DE CONCRETO( E )
INERCIA DE LA SECCION ( I )
RIGIDEZ ( EI )
AREA DE LA SECCION ( A )
210 Kg/cm2

6. DATOS GERERALES DE LA ESTRUCTURA
FACULTAD DE INGENIERIA
E.A.P INGENIERIA CIVIL
INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA
ALUMNO : AYALA MAURICIO ORLANDO ANGEL
Ing : HERNAN RICALDI PORRAS
CODIGO : 1703092014
CICLO :
IX
MATRIZ DE RIGIDEZ DE LA ESTRUCTURA
K 1-2
K 2-1
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
7825.343
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
550.219
0.000
978.168
0.000
7825.343
34724.962
7825.343
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
-6.60544E-06
-6.60544E-06
1.63387E-06
-1.85717E-06
1.63387E-06
-1.45522E-05
3.7002E-05
-1.45522E-05
-1.69198E-07
-5.72639E-05
-3.62708E-07
8.53935E-07
-3.36943E-06
-3.02735E-07
8.23325E-07
5.38183E-05
RESOLVIENDO LAS SU MATRIZ
𝐾 22−1
0.001139926
1.20374E-06
3.30097E-06
-6.12598E-07
1.2904E-07
-5.45167E-05
-6.61175E-06
2.57806E-06
𝐾 22−1 ,𝐾 21
5.59255E-05
0.001194648
-1.34065E-05
1.47729E-05
-1.02346E-05
0.000123134
-0.000313149
6.6039E-05
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.002605036
-0.000497644
0.046520164
0.020632634
-0.009198785
-0.002424022
-8.05948E-05
0.000517059
-6.583E-07
-6.583E-07
-1.70315E-05
3.81302E-05
-1.70315E-05
1.52566E-06
-1.60293E-06
1.52566E-06
-0.000348543
0.002754136
-0.009235665
0.020674555
0.046483283
0.000845538
-0.000915818
-0.002095544
3.01978E-07
3.47391E-06
7.58971E-06
-1.69942E-05
6.45523E-05
-6.61254E-07
6.66674E-07
-3.66798E-06
𝐾 12. 𝐾 22−1 . 𝐾 21
CALCULO FINAL DE LA RIGIDEZ LATERAL
𝐾𝐿 =
586.425
-11.184
-11.189
1890.644
65.687
11.184
11.189155
65.691644
0.000
0.000
0.000
978.168
0.000
0.000
978.168
0.000
7825.343
19563.359
K 1- 2
K 2- 2

7. DATOS GERERALES DE LA ESTRUCTURA
FACULTAD DE INGENIERIA
E.A.P INGENIERIA CIVIL
INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA
ALUMNO : AYALA MAURICIO ORLANDO ANGEL
Ing : HERNAN RICALDI PORRAS
CODIGO : 1703092014
CICLO :
ᶲ4
Δ9
IX
ᶲ5
ᶲ6
Δ10
10
9
3.00 m
3.00 m
3.00 m
3.00 m
4
ᶲ2
ᶲ1
ᶲ3
8
7
3.00 m
1
6
Δ8
Δ7
3.00 m
3.00 m
5
3.00 m
4.00 m
2
3.00 m
3

8. DATOS GERERALES DE LA ESTRUCTURA
FACULTAD DE INGENIERIA
E.A.P INGENIERIA CIVIL
INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA
ALUMNO : AYALA MAURICIO ORLANDO ANGEL
Ing : HERNAN RICALDI PORRAS
CODIGO : 1703092014
CICLO :
IX
INVERSA DE LA MATRIZ DE RIGIDEZ
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1.00931E-05
0.00052898
1.5808E-07
-1.45186E-06
4.41595E-06
-1.11447E-05
-2.44959E-05
-4.22807E-07
4.85263E-07
1.10328E-06
-4.48E-06
2.2368E-07
0.00113994
1.2009E-06
3.5114E-06
-5.2479E-07
7.7432E-08
-5.4528E-05
-6.6119E-06
2.5808E-06
-2.324E-06
-2.362E-06
5.593E-05
0.0011947
-1.332E-05
1.487E-05
-1.015E-05
0.0001231
-0.0003132
6.604E-05
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
-3.54053E-05
-1.11253E-05
-5.69946E-07
-6.45279E-07
-1.54872E-05
3.90907E-05
-1.68401E-05
1.44925E-06
-1.61597E-06
1.52066E-06
1.52191E-05
-2.45152E-05
2.53787E-07
3.549E-06
6.6553E-06
-1.68014E-05
6.58318E-05
-6.03634E-07
6.45449E-07
-3.72722E-06
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
3.74725E-07
1.17749E-07
-6.60637E-06
-6.60558E-06
1.61752E-06
-1.86734E-06
1.63184E-06
-1.45514E-05
3.70021E-05
-1.45522E-05
-7.94633E-07
1.29675E-06
-1.66676E-07
-5.72679E-05
-3.13765E-07
8.43521E-07
-3.43702E-06
-3.05757E-07
8.24449E-07
5.38214E-05
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
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1.000
VERIFICACION
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

9. DATOS GERERALES DE LA ESTRUCTURA
FACULTAD DE INGENIERIA
E.A.P INGENIERIA CIVIL
INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA
ALUMNO : AYALA MAURICIO ORLANDO ANGEL
Ing : HERNAN RICALDI PORRAS
CODIGO : 1703092014
CICLO :
DESCRIPCION
IX
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
ANCHO DE LA SECCION ( B )
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
PERALTE DE SECCION ( H )
0.3
0.3
0.3
0.3
0.3
0.3
0.6
0.6
0.6
RESISTECIA DEL CONCRETO ( f'c )
210
2173706.512
2173706.512
2173706.512
2173706.512
2173706.512
2173706.512
2173706.512
2173706.512
LON.VIGA /ALTURA DE LA COLUMNA
MOD. DE ELAST. DE CONCRETO( E )
INERCIA DE LA SECCION ( I )
RIGIDEZ ( EI )
AREA DE LA SECCION ( A )
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
K 2-1
K 3-1
K 4-1
K 5-1
K 6-1
K 7-1
K 8-1
K 9-1
19074.27
7825.34
733.63
0.00
0.00
0.00
550.22
0.00
0.00
K 1-2
K 2-2
K 3-2
K 4-2
K 5-2
K 6-2
K 7-2
K 8-2
K 9-2
7825.34
21030.61
0.00
978.17
0.00
0.00
550.22
0.00
0.00
K 1-3
K 2-3
K 3-3
K 4-3
K 5-3
K 6-3
K 7-3
K 8-3
K 9-3
733.63
0.00
19563.36
7825.34
978.17
0.00
0.00
978.17
0.00
K 1-4
K 2-4
K 3-4
K 4-4
K 5-4
K 6-4
K 7-4
K 8-4
K 9-4
0.00
978.17
7825.34
19563.36
0.00
978.17
0.00
978.17
0.00
K 1-5
K 2-5
K 3-5
K 4-5
K 5-5
K 6-5
K 7-5
K 8-5
K 9-5
K 1-6
K 2-6
K 3-6
K 4-6
K 5-6
K 6-6
K 7-6
K 8-6
K 9-6
0.00
0.00
0.00
978.17
7825.34
17607.02
0.00
0.00
978.17
K 1-7
K 2-7
K 3-7
K 4-7
K 5-7
K 6-7
K 7-7
K 8-7
K 9-7
550.22
550.22
0.00
0.00
0.00
0.00
550.22
0.00
0.00
K 1-8
K 2-8
K 3-8
K 4-8
K 5-8
K 6-8
K 7-8
K 8-8
K 9-8
0.00
0.00
978.17
978.17
0.00
0.00
0.00
1304.22
0.00
K 1-9
K 2-9
K 3-9
K 4-9
K 5-9
K 6-9
K 7-9
K 8-9
K 9-9
0.00
0.00
0.00
0.00
978.17
978.17
0.00
0.00
1956.34
0.00
0.00
978.17
0.00
17607.02
7825.34
0.00
0.00
978.17

10. DATOS GERERALES DE LA ESTRUCTURA
FACULTAD DE INGENIERIA
E.A.P INGENIERIA CIVIL
INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA
ALUMNO : AYALA MAURICIO ORLANDO ANGEL
Ing : HERNAN RICALDI PORRAS
CODIGO : 1703092014
CICLO :
IX
MATRIZ DE RIGIDEZ DE LA ESTRUCTURA
1956.336
0.000
0.000
978.17
978.17
0.00
0.00
0.00
0.00
K 1-1
K 2-1
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
3.36779E-07
-2.83199E-07
-3.79643E-06
2.40335E-06
5.6365E-05
-2.32166E-05
0.000
0.000
0.000
0.000
0.000
0.000
75.34728804
-2.693628431
0.046118647
-2.693628431
70.0343392
-1.199084833
0.00
0.00
550.22
0.000
0.000
0.000
733.626
7825.343
19074.275
RESOLVIENDO LAS SU MATRIZ
𝐾 22−1
𝐾 22−1 ,𝐾 21
0.038514616
0.038514374
-0.001378087
-0.001375662
5.24102E-05
3.14085E-05
7.12349E-05
-3.18607E-05
-5.02376E-06
3.61293E-06
3.36779E-07
-2.77125E-07
-0.001380026
-0.001373722
0.035830251
0.035767209
-0.001362665
-0.00081662
-3.18607E-05
7.12347E-05
3.61491E-06
-5.01929E-06
-2.83199E-07
3.09234E-07
0.000
0.000
-0.001
-0.001
0.018
0.021
0.000
0.000
0.000
0.000
0.000
0.000
3.61293E-06
-5.01929E-06
-2.48784E-05
6.14439E-05
2.40335E-06
-3.34922E-06
𝐾 12. 𝐾 22−1 . 𝐾 21
CALCULO DE LA RIGIDEZ LATERAL
𝐾𝐿 =
1880.989
2.694
-0.046
2.694
1234.190
1.199
-0.046
1.199
528.418
0.046
-1.199
21.801
K 1-2
K 2-2

11. DATOS GERERALES DE LA ESTRUCTURA
FACULTAD DE INGENIERIA
E.A.P INGENIERIA CIVIL
INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA
NOMBRE : ORLANDO AYALA MAURICIO
Ing : HERNAN RICALDI PORRAS
CODIGO : 1703092014
CICLO : IX
Δ9
ᶲ5
9
3.00 m
3.00 m
5
3.00 m
6
ᶲ3
3.00 m
3.00 m
3
ᶲ4
Δ8
8
ᶲ2
Δ7
7
4.00 m
3
4
ᶲ1
1
ᶲ6
3.00 m
2
4.00 m

12. DATOS GERERALES DE LA ESTRUCTURA
FACULTAD DE INGENIERIA
E.A.P INGENIERIA CIVIL
INGENIERIA ANTIISMICA I / HOJA DE CLACULO DE RIGIDEZ LATERAL DE LA ESTRUCTURA
NOMBRE : ORLANDO AYALA MAURICIO
Ing : HERNAN RICALDI PORRAS
CODIGO : 1703092014
CICLO : IX
MATRIZ DE RIGIDEZ INVERSA
0.000531637
-1.16035E-06
4.90326E-08
-2.04774E-05
-2.04773E-05
7.74252E-07
7.72881E-07
-3.03387E-08
-1.8694E-08
-1.16035E-06
0.000810253
-1.83872E-06
1.16292E-06
1.15778E-06
-2.90345E-05
-2.8983E-05
1.1377E-06
7.01023E-07
4.90326E-08
-1.83872E-06
0.001892444
-6.65419E-08
-3.15234E-08
1.40091E-06
1.05072E-06
-3.45187E-05
-4.04686E-05
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
-2.04773E-05
1.15778E-06
-3.15234E-08
-3.10704E-05
7.20249E-05
3.54519E-06
-5.08889E-06
-2.79973E-07
3.11497E-07
7.74252E-07
-2.90345E-05
1.40091E-06
-5.09369E-06
3.54519E-06
6.25507E-05
-2.38381E-05
-3.86159E-06
2.46068E-06
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
-3.03387E-08
1.1377E-06
-3.45187E-05
3.40651E-07
-2.79973E-07
-3.86159E-06
2.34465E-06
5.69962E-05
-2.24775E-05
-1.8694E-08
7.01023E-07
-4.04686E-05
-2.74109E-07
3.11497E-07
2.46068E-06
-3.39538E-06
-2.24775E-05
6.29461E-05
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
VERIFICACION
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