Mode Period Frecuencia Masa efectiva total(s) (Hertz) X Y Mode

1 0.505 1.978 65.48 0.87 12 0.313 3.199 71.80 25.29 23 0.192 5.198 72.25 71.98 34 0.125 7.979 88.17 72.38 45 0.095 10.490 88.20 72.38 56 0.073 13.688 91.24 79.23 67 0.056 17.843 95.51 79.31 78 0.048 20.623 96.02 92.08 89 0.035 28.791 98.62 92.35 910 0.033 30.083 98.68 94.38 1011 0.025 39.566 99.56 94.75 1112 0.024 41.312 99.56 97.68 12

Total 100% 100%

Dir Z U C S R P (Tn) 0.8 V(Tn)X 0.4 1 2.5 1 1.00 1,478.58 1182.87Y 0.4 1 2.5 1 1.00 1,478.58 1182.87

Spec Mode F(x) F(y) Mx My MzSX 1 149.5 -17.21 200.526 1731.825 -1365.465SX 2 18.21 35.79 -418.939 215.835 9.054SX 3 1.27 -13.08 151.667 16.855 -77.593SX 4 45.87 -7.31 30.139 101.015 -424.201SX 5 0.09 0 0.071 0.035 3.113SX 6 8.75 13.14 -31.512 22.608 -14.619SX 7 12.3 -1.66 3.819 25.405 -130.803SX 8 1.46 -7.33 16.565 3.516 -52.481SX 9 7.48 2.4 -5.211 10.194 -65.636SX 10 0.18 1.03 -2.023 0.521 2.868SX 11 2.52 -1.63 2.843 3.327 -36.166SX 12 0.02 -0.45 0.817 0.069 -2.682

CQC 247.67 101.05 0 864.133 2131.204

Cortante estatico: 1478.58 tn0.8 Cortante estatico: 1182.87 Tn

Spec Mode F(x) F(y) Mx My MzSY 1 -17.21 1.98 -23.078 -199.307 157.144SY 2 35.79 70.35 -823.381 424.201 17.795SY 3 -13.08 134.46 -1559.505 -173.31 797.84SY 4 -7.31 1.17 -4.806 -16.107 67.641SY 5 0 0 -0.004 -0.002 -0.166SY 6 13.14 19.73 -47.306 33.939 -21.947SY 7 -1.66 0.22 -0.514 -3.422 17.619SY 8 -7.33 36.8 -83.096 -17.636 263.269SY 9 2.4 0.77 -1.672 3.271 -21.063SY 10 1.03 5.86 -11.473 2.954 16.265SY 11 -1.63 1.06 -1.842 -2.156 23.434SY 12 -0.45 8.43 -15.146 -1.278 49.712

CQC 101.05 280.81 2571.824 877.584 1453.893

Cortante estatico: 1478.58 tn0.8 Cortante estatico: 1182.87 Tn

CENTROS DE MASA Y RIGIDEZ

Centro de masa Centro de rigidez ExcentricidadesPiso Masa (Tn s2/ X (m) Y(m) X(m) Y(m) Dx(m) Dy(m)

STORY1 26.97 4.94 9.933 6.716 12.836 1.776 2.903STORY2 25.85 4.984 8.642 7.224 12.991 2.24 4.349STORY3 25.24 4.979 8.395 7.39 12.83 2.411 4.435STORY4 25.24 4.979 8.395 7.451 12.547 2.472 4.152STORY5 25.24 4.979 8.395 7.471 12.254 2.492 3.859STORY6 22.33 4.776 8.649 7.486 12.024 2.71 3.375

Piso Hi d d D

( Del analisis) ( Corregido)

6 280 2.0119 9.054 1.066 0.00381 OK5 280 1.7750 7.987 1.384 0.00494 OK4 280 1.4675 6.604 1.668 0.00596 OK3 280 1.0968 4.936 1.827 0.00652 OK2 300 0.6908 3.109 1.862 0.00621 OK1 360 0.2771 1.247 1.247 0.00346 OK

0

Eje Y

R= 6.00 0.007

Piso Hi d d D

( Del analisis) ( Corregido)

6 280 2.0949 9.427 0.877 0.00313 OK5 280 1.8999 8.550 1.297 0.00463 OK4 280 1.6117 7.253 1.663 0.00594 OK3 280 1.2421 5.589 1.922 0.00686 OK2 300 0.815 3.667 2.088 0.00696 OK1 360 0.3511 1.580 1.580 0.00439 OK

D/hi

D/hi (Max) =

D/hi

C= 0.2 Zona 3U= 1.3 Colegios postas medicas, locales comunes,locales publicosS= 1.2 Suelo intermedio o blando con CP >= 1 kg/cm2Tp= ----- No tiene para AdobeRx= 1.00 Albañileria de AdobeRy= 1.00 Albañileria de AdobeRdx= 1.00 RegularRdy= 1.00 Adobe no Tiene Factor de reducción

TABLE: Joint ReactionsJoint OutputCase CaseType StepType StepNum F1 F2 F3

3 COMB1 Combination -1.0587 0 3.48154 COMB1 Combination 1.0587 0 3.481524 COMB1 Combination 0.7911 0 5.548435 COMB1 Combination 0.5586 0 5.307846 COMB1 Combination 0.3347 0 5.32257 COMB1 Combination 0.1599 0 5.333268 COMB1 Combination 4.438E-15 0 5.33979 COMB1 Combination -0.1599 0 5.333290 COMB1 Combination -0.3347 0 5.322101 COMB1 Combination -0.5586 0 5.3078112 COMB1 Combination -0.7911 0 5.5484

55.3248

M1 M2 M30 -0.02211 00 0.02211 00 0.03191 00 0.02013 00 0.01218 00 0.00572 00 7.247E-17 00 -0.00572 00 -0.01218 00 -0.02013 00 -0.03191 0

Story Point Load FX FY FZ MXBASE 1 DEAD -0.14 0.26 77.26 -0.262BASE 1 LIVE -0.06 0.07 18.65 -0.072BASE 2 DEAD -0.16 -0.15 110.43 0.148BASE 2 LIVE -0.09 -0.03 25.41 0.028BASE 3 DEAD -0.04 -0.08 56.55 0.068BASE 3 LIVE -0.04 -0.03 11.26 0.03BASE 5 DEAD 3.16 -0.39 101.48 0.387BASE 5 LIVE 0.25 -0.12 17.12 0.115BASE 6 DEAD 26.4 -3.72 56.07 -2.254BASE 6 LIVE 5.77 -0.73 11.66 -0.541BASE 7 DEAD -10.44 4.12 77.33 -1.041BASE 7 LIVE -1.41 0.43 9.54 -0.257BASE 8 DEAD 15.82 14.88 87.46 0.14BASE 8 LIVE 2.85 2.6 15.43 0.032BASE 9 DEAD -0.03 10.48 69.45 0BASE 9 LIVE -0.01 1.7 12.06 0BASE 10 DEAD 0.02 -18.4 97.69 -0.487BASE 10 LIVE 0.01 -3.97 20.63 -0.111BASE 11 DEAD -0.15 17.26 98.57 0.602BASE 11 LIVE -0.01 3.65 20.8 0.159BASE 12 DEAD 0.01 -15.74 77.88 -0.102BASE 12 LIVE 0 -2.76 13.43 -0.025BASE 14 DEAD 8.74 -0.05 29.29 0.042BASE 14 LIVE 1.21 -0.01 4.15 0.011BASE 17 DEAD -0.02 3.69 69.83 -0.927BASE 17 LIVE 0 0.31 8.76 -0.24BASE 18 DEAD -10.51 -0.03 30.19 0.033BASE 18 LIVE -1.6 -0.01 4.32 0.009BASE 19 DEAD 7.15 -0.02 26.31 0.013BASE 19 LIVE 0.92 0 3.23 0.004BASE 24 DEAD -16.97 0.08 25.95 -0.101BASE 24 LIVE -3.81 0.02 5.77 -0.026BASE 25 DEAD -0.17 7.25 22.6 0.255BASE 25 LIVE -0.04 0.77 2.55 0.058BASE 27 DEAD 0 -4.13 16.71 0.063BASE 27 LIVE 0 -0.5 1.85 0.012BASE 32 DEAD 6.81 -9.48 48.5 0.271BASE 32 LIVE 0.73 -1.27 5.58 0.062BASE 37 DEAD -0.03 -15.37 69.18 0.371BASE 37 LIVE -0.01 -2.9 12.04 0.109BASE 111 DEAD -9.13 -6.67 140.65 0.367BASE 111 LIVE -1.64 -1.08 18.31 0.075BASE 112 DEAD -7.51 3.41 42.4 0.073BASE 112 LIVE -0.89 0.37 4.83 0.015BASE 113 DEAD -7.41 -7.21 81.78 0.859BASE 113 LIVE -0.79 -1.14 8.99 0.257BASE 114 DEAD 0 20.01 45.33 -2.07BASE 114 LIVE 0 4.63 10.19 -0.497BASE 300 DEAD 10.35 0 11.43 -0.003BASE 300 LIVE 1.43 0 1.58 -0.001BASE 301 DEAD -15.76 0 8.49 0.001BASE 301 LIVE -2.75 0 1.15 0

1848.1

115.11512.6710.27

112.42412.6725

38.3810.27

51.1612.33

1.3035255

MY MZ-0.135 0-0.056 0

-0.12 0-0.08 0

-0.022 -0.001-0.032 00.263 00.029 01.242 0.0160.255 0.005

-0.008 -0.0010.004 00.027 -0.0010.018 0

0 00 0

0.016 0.0020.01 0.001

-0.122 -0.002-0.008 -0.0010.024 0.0020.002 0

-0.276 0.001-0.066 0-0.011 -0.001-0.002 0-0.169 -0.001-0.032 0-0.009 0.0010.011 01.236 -0.0010.255 0

-0.134 -0.002-0.034 -0.0010.001 0.0010.001 0

-0.111 0.003-0.018 0.001-0.011 0.005-0.003 0.0020.511 00.213 0

0 -0.0010.014 0

-0.032 00.003 00.044 0.0020.008 0.001

-0.013 0.0010.002 00.007 -0.0010.013 0

138.055 138.055

173.7465 1216.2255

63.491417.7705 m2

CHEQUEO DE VIGUETAS

B= 40 Cm H= 20 Cmbf= 10 Cm tf= 5 Cm

fc= 210 Kg/cm2fy= 4200 Kg/cm2

POSITIVO

Refuerzo: n F Area Refuerzo:0 0 0.0001 3/8 0.713

TOTAL 0.375 0.713 Cm2d= 17.52375 Cm d=

Momento posotivo. Momento negativo

a= 0.41915141 Cm a=M= 0.46635156 Tn-m M=

Metrado de cargas

Carga Viva

Sobrecarga 0.2 Tn/m2 0.08 Tn/mWl= 0.08

Carga muerta

Piso acabado: 0.1 Tn/m2 0.04 Tn/mTabiqueria 0.15 Tn/m2 0.06 Tn/mPeso propio aligerado 0.3 Tn/m2 0.12 Tn/m

Wd= 0.22

wu= 0.474 Tn/m

Momentos positivo metodo de coeficientes ACI

ln= 3.32 5.2246176

momento en paño extremo. Primer tramo 1/14 Mu=Tramo intermedio 1/16 Mu=Un solo tramo: 1/8 Mu=

Momentos positivo metodo de coeficientes ACI

L1= 3.32 ln= 2.95L2= 2.58 4.124985

momento en paño extremo. Primer apoyo caso 2 tramos 1/9 Mu=Primer apoyo caso de ma 1/10 Mu=Cara interior 1/11 Mu=

Un solo tramo: Cara interior externo 1/24 Mu=

Cortantes.

h Carga17 0.2820 0.325 0.35

NEGATIVO

n F Area0 0 0.0001 1/2 1.267

TOTAL 1/2 1.267 Cm217.37 Cm

Momento negativo

2.98063223 Cm0.760141 Tn-m

0.37319 tn-m 0.466351560.32654 Tn-m0.65308 Tn-m

0.45833 Tn-m 0.7601410.41250 Tn-m0.37500 Tn-m

FMn=

FMn=

0.17187 Tn-m

CHEQUEO DE VIGAS

Dimensiones Materialesh= 50 cm fc= 210 Kg/cm2b 20 cm fy= 4200 Kg/cm2d= 44.14 d= 44.4601.00 CHEQUEO POR FLEXION

Acero Superior Acero Inferior

F Area F Area1 3/4 2.85 2 5/8 3.962 3/4 5.70 2 5/8 3.96

ENTRA 3/4 8.55 1.8 0 7.92 5/8

01.01 Momento Negativo

a= 10.0596338 12.64 tn-mMu= 10.8 tn-m

0.00969

0.00241523 OK

0.0159375 OK OK

01.02 Momento Positivo

a= 9.31447572 11.91 tn-mMu= 6.93 tn-m

0.00897

0.00241523 OK

0.0159375 OK OK

01.00 CHEQUEO POR CORTANTE

Cortante: 7.68042968 tnVu= 44.64 tn necesita acero transversalde refuerzo

FM=

r=

rmin

rmax= FM>Mu

FM=

r=

rmin

rmax= FM>Mu

FV= FV>Vu

3.83 1.27666667