VALOR DEL CORTANTE BASAL "X "

10.28 Altura de la edificacion

Z = 0.4 3 1 1

1 3

1.2 2

6 4

0.6 Periodo del suelo

60 3

8.75

0.171 Periodo fundamental < 0.70

ZUSC / R = 0.20

877632.35 Peso Total de la estructura (Kg)

175526.47 Cortante en la Base

C/R = 1.46 > 0.125

Distribución de la fuerza cortante en altura

Piso4 229107.20 10.28 2355221.965 0.41 72671.80 72671.803 216175.05 7.71 1666709.635 0.29 51427.33 124099.132 216175.05 5.14 1111139.757 0.20 34284.89 158384.021 216175.05 2.57 555569.8785 0.10 17142.44 175526.47

877632.345 5688641.236 175526.47

_7.77

hm =

U =S =R =

Tp =Ct =C = 2.5 (Tp /T) < 2.5, Para Tp > T entonces C = 2.5

T =Factor

P =CB =

Pi hi Pi x hi Pixhi/∑Pixhi Fi Vi

h =

Tabla Nº 1Factores de Zona

ZONA

Zona 3

Zona 2

Zona 1

Tabla Nº 2Parámetros de Suelo

Tipo

Tabla Nº 3Categoria de las Edificaciones

Categoria

(*) En estas edificaciones, a criterio del proyectista, se podrá omitir el análisis por fuerzas sísmicas,

pero deberá proveerse de la resistencia y rigidez adecuadas para acciones laterales

S1 Roca o suelos muy Rigidos

S2 Suelos Intermedios

S3 Suelos Flexibles

S4 Condiciones excepcionales

Categoria A Edific. Esenciales

Categoria B Edific. Importantes

Categoria C Edific. Comunes

Categoria D Edific. Menores

Factores de Zona

1 Z1 0.40

2 0.30

3 0.15

Parámetros de SueloDescripción Tp(s) S

1 0.4 1 1

2 0.6 2 1.2

3 0.9 3 1.4

4 4

Categoria de las EdificacionesDescripcion U

1 1.5

2 1.3

3 1

4 (*)(*) En estas edificaciones, a criterio del proyectista, se podrá omitir el análisis por fuerzas sísmicas,

pero deberá proveerse de la resistencia y rigidez adecuadas para acciones laterales

Tabla Nº 6Sistemas Estructurales

Coeficiente de reducción, RSistema Estructural Para estructuras regularesAcero con arriostres en cruz 1 6

Acero con arriostres excéntricos 2 6.5

Acero con Pórticos dúctiles con unione 3 9.5

Albañilería armada o confinada 4 6

Concreto armado con muros de ductilida 5 4

Concreto armado de muros estructurale 6 6

Concreto armado Dual 7 7

Concreto armado Pórticos 8 8

Madera (por esfuerzos admisibles) 9 7

Características para hallar el periodo fundam CTElementos resistentes en la dirección de 1 35

Elementos resistentes pórticos, cajas d 2 45

S1 Roca o suelos muy Rigidos

S2 Suelos Intermedios

S3 Suelos Flexibles

S4 Condiciones excepcionales

Categoria A Edific. Esenciales

Categoria B Edific. Importantes

Categoria C Edific. Comunes

Categoria D Edific. Menores

Elementos sismorresistentes por muros 3 60

PRIMER PISO CENTRO DE RIGIDECES

Muro Distancias

x y1 X 0.23 2.40 4.15 3.675 12.33 1.73 0.77 2.51 0.091685 1.1300 31.30

2 X 0.23 2.40 2.60 1.3 8.675 2.77 3.15 5.92 0.038882 0.3373 31.30

3 X 0.23 2.40 3.60 6.55 8.675 2.00 1.19 3.19 0.072209 0.6264 31.30

4 X 0.23 2.40 3.60 6.55 7.18 2.00 1.19 3.19 0.072209 0.5181 31.30

5 X 0.13 2.40 2.20 2.7 4.18 3.27 5.19 8.47 0.015356 0.0641 55.38

6 X 0.13 2.40 7.35 10.875 4.18 0.98 0.14 1.12 0.116190 0.4851 55.38

7 X 0.13 2.40 5.75 4.475 0.08 1.25 0.29 1.54 0.084249 0.0063 55.38

8 X 0.13 2.40 4.00 10.85 0.08 1.80 0.86 2.66 0.048799 0.0037 55.38

9 X 0.23 2.40 4.15 18.075 12.33 1.73 0.77 2.51 0.091685 1.1300 31.30

10 X 0.23 2.40 2.60 20.45 8.68 2.77 3.15 5.92 0.038882 0.3373 31.30

11 X 0.23 2.40 3.60 15.2 8.68 2.00 1.19 3.19 0.072209 0.6264 31.30

12 X 0.23 2.40 3.60 15.2 7.18 2.00 1.19 3.19 0.072209 0.5181 31.30

13 X 0.13 2.40 2.20 19.05 4.18 3.27 5.19 8.47 0.015356 0.0641 55.38

14 X 0.13 2.40 5.75 17.275 0.08 1.25 0.29 1.54 0.084249 0.0063 55.38

1y 8.35 2.40 0.23 0.125 8.28 31.30 4544.75 4576.06 0.001825 0.0151 0.86

2y 3.90 2.40 0.23 3.675 10.50 31.30 4544.75 4576.06 0.000852 0.0089 1.85

3y 3.45 2.40 0.23 3.675 5.83 31.30 4544.75 4576.06 0.000754 0.0044 2.09

4y 3.90 2.40 0.13 7.275 10.50 55.38 25168.87 25224.25 0.000155 0.0016 1.85

5y 2.05 2.40 0.13 7.275 5.13 55.38 25168.87 25224.25 0.000081 0.0004 3.51

6y 3.10 2.40 0.13 7.275 1.55 55.38 25168.87 25224.25 0.000123 0.0002 2.32

7y 1.75 2.40 0.23 8.225 7.93 31.30 4544.75 4576.06 0.000382 0.0030 4.11

8y 8.35 2.40 0.23 10.875 8.28 31.30 4544.75 4576.06 0.001825 0.0151 0.86

9y 1.75 2.40 0.23 13.525 7.93 31.30 4544.75 4576.06 0.000382 0.0030 4.11

10y 3.10 2.40 0.13 14.475 1.55 55.38 25168.87 25224.25 0.000123 0.0002 2.32

11y 2.05 2.40 0.13 14.475 5.13 55.38 25168.87 25224.25 0.000081 0.0004 3.51

12y 3.90 2.40 0.13 14.475 10.50 55.38 25168.87 25224.25 0.000155 0.0016 1.85

13y 3.45 2.40 0.23 18.075 5.83 31.30 4544.75 4576.06 0.000754 0.0044 2.09

14y 3.90 2.40 0.23 18.075 10.50 31.30 4544.75 4576.06 0.000852 0.0089 1.85

15y 8.35 2.40 0.23 21.625 8.28 31.30 4544.75 4576.06 0.001825 0.0151 0.86

16y 2.90 2.40 0.13 9.55 2.80 55.38 25168.87 25224.25 0.000115 0.0003 2.48

17y 2.90 2.40 0.13 12.2 2.80 55.38 25168.87 25224.25 0.000115 0.0003 2.48

0.924569 5.9364

6.421

∑ Kx/E

10.875

∑ Ky/E

t (m)

h (m) l (m) Direccion X Direccion Y

3h/l 4(h/l)3 3h/l+4(h/l )3 Kx /E (Kx /E) y 3h/l

YCR = ∑ (Kx/E) Y =

XCR = ∑ (Ky/E) X =

CENTRO DE RIGIDECES CENTRO DE MASAS

4544.7522 4576.0565 0.000907 0.003333 4123.44 15153.64 50821.40

4544.7522 4576.0565 0.000568 0.000739 2583.36 3358.37 22410.65

4544.7522 4576.0565 0.000787 0.005153 3576.96 23429.09 31030.13

4544.7522 4576.0565 0.000787 0.005153 3576.96 23429.09 25664.69

25168.8666 25224.2513 0.000087 0.000235 1235.52 3335.90 5158.30

25168.8666 25224.2513 0.000291 0.003169 4127.76 44889.39 17233.40

25168.8666 25224.2513 0.000228 0.001020 3229.20 14450.67 242.19

25168.8666 25224.2513 0.000159 0.001721 2246.40 24373.44 168.48

4544.7522 4576.0565 0.000907 0.016392 4123.44 74531.18 50821.40

4544.7522 4576.0565 0.000568 0.011619 2583.36 52829.71 22410.65

4544.7522 4576.0565 0.000787 0.011958 3576.96 54369.79 31030.13

4544.7522 4576.0565 0.000787 0.011958 3576.96 54369.79 25664.69

25168.8666 25224.2513 0.000087 0.001661 1235.52 23536.66 5158.30

25168.8666 25224.2513 0.000228 0.003938 3229.20 55784.43 242.19

0.0950 0.9573 0.240270 0.030034 8296.56 1037.07 68654.03

0.9322 2.7783 0.082783 0.304229 3875.04 14240.77 40687.92

1.3466 3.4335 0.066986 0.246174 3427.92 12597.61 19967.63

0.9322 2.7783 0.046791 0.340402 2190.24 15934.00 22997.52

6.4185 9.9307 0.013091 0.095235 1151.28 8375.56 5900.31

1.8561 4.1787 0.031110 0.226326 1740.96 12665.48 2698.49

10.3176 14.4319 0.015937 0.131081 1738.80 14301.63 13779.99

0.0950 0.9573 0.240270 2.612938 8296.56 90225.09 68654.03

10.3176 14.4319 0.015937 0.215547 1738.80 23517.27 13779.99

1.8561 4.1787 0.031110 0.450318 1740.96 25200.40 2698.49

6.4185 9.9307 0.013091 0.189489 1151.28 16664.78 5900.31

0.9322 2.7783 0.046791 0.677294 2190.24 31703.72 22997.52

1.3466 3.4335 0.066986 1.210773 3427.92 61959.65 19967.63

0.9322 2.7783 0.082783 1.496310 3875.04 70041.35 40687.92

0.0950 0.9573 0.240270 5.195841 8296.56 179413.11 68654.03

2.2673 4.7500 0.027368 0.261368 1628.64 15553.51 4560.19

2.2673 4.7500 0.027368 0.333894 1628.64 19869.41 4560.19

1.296120 14.09530 99420.48 1081141.56 715202.78

10.874

7.194

Direccion Y Peso (kg)

P * X (kg-m)

P * Y kgt-m)

4(h/l)3 3h/l+4(h/l )3 Ky /E (Ky /E) X

XCM = ∑ P* X / ∑ P =

YCM = ∑ P* Y /∑ P =

1º PISODireccion X

Muro Espesor h Area Peso propio Peso Peso Peso TotalTributaria Muro Aligerado Acabados Parapeto

m t (m) (m) m2 kg kg kg kg (kg)1 X 0.23 2.40 3974.40 0.00 0.00 210.6 4185.002 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.403 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.404 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.405 X 0.13 2.40 2.125 2246.40 2380.00 850.00 0.00 5476.406 X 0.13 2.40 2.125 2246.40 2380.00 850.00 210.6 5687.007 X 0.13 2.40 2.125 2246.40 2380.00 850.00 210.6 5687.008 X 0.13 2.40 0.60 2246.40 672.00 240.00 210.6 3369.009 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.40

10 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.4011 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.4012 X 0.23 2.40 3974.40 0.00 0.00 0.00 3974.4013 X 0.13 2.40 2.125 2246.40 2380.00 850.00 210.6 5687.0014 X 0.13 2.40 2.125 2246.40 2380.00 850.00 210.6 5687.00

Direccion Y 1y 8.35 2.40 1.90 3974.4 2128.00 760.00 210.6 7073.002y 3.90 2.40 3.60 3974.4 4032.00 1440.00 0.00 9446.403y 3.45 2.40 3.60 3974.4 4032.00 1440.00 0.00 9446.404y 3.90 2.40 3.65 2246.4 4088.00 1460.00 0.00 7794.405y 2.05 2.40 3.65 2246.4 4088.00 1460.00 0.00 7794.406y 3.10 2.40 0.00 2246.4 0.00 0.00 0.00 2246.407y 1.75 2.40 1.825 3974.4 2044.00 730.00 0.00 6748.408y 8.35 2.40 3.65 3974.4 4088.00 1460.00 0.00 9522.409y 1.75 2.40 1.825 3974.4 2044.00 730.00 0.00 6748.40

10y 3.10 2.40 0.00 2246.4 0.00 0.00 0.00 2246.4011y 2.05 2.40 3.65 2246.4 4088.00 1460.00 0.00 7794.4012y 3.90 2.40 3.65 2246.4 4088.00 1460.00 0.00 7794.4013y 3.45 2.40 3.60 3974.4 4032.00 1440.00 0.00 9446.4014y 3.90 2.40 3.60 3974.4 4032.00 1440.00 0.00 9446.4015y 8.35 2.40 1.90 3974.4 2128.00 760.00 210.6 7073.0016y 2.90 2.40 0.00 2246.4 0.00 0.00 210.6 2457.0017y 2.90 2.40 0.00 2246.4 0.00 0.00 210.6 2457.00

CM

Total Esfuerzo act. Esfuerzo act. Esf. Total x CM

(kg)0.00 1.82 0.00 1.820.00 1.73 0.00 1.730.00 1.73 0.00 1.730.00 1.73 0.00 1.73

1593.75 4.21 1.23 5.441593.75 4.37 1.23 5.601593.75 4.37 1.23 5.60450.00 2.59 0.35 2.940.00 1.73 0.00 1.730.00 1.73 0.00 1.730.00 1.73 0.00 1.730.00 1.73 0.00 1.73

1593.75 4.37 1.23 5.601593.75 4.37 1.23 5.60

1425.00 3.08 0.62 3.692700.00 4.11 1.17 5.282700.00 4.11 1.17 5.282737.50 6.00 2.11 8.102737.50 6.00 2.11 8.10

0.00 1.73 0.00 1.731368.75 2.93 0.60 3.532737.50 4.14 1.19 5.331368.75 2.93 0.60 3.53

0.00 1.73 0.00 1.732737.50 6.00 2.11 8.102737.50 6.00 2.11 8.102700.00 4.11 1.17 5.282700.00 4.11 1.17 5.281425.00 3.08 0.62 3.69

0.00 1.89 0.00 1.890.00 1.89 0.00 1.89

CV x CV Fa (kg/cm2) (kg/cm2) (kg/cm2)

Excentricidad Reale = ex + ey

Primer Piso Real De Diseñoex = -0.0006 m e'x = 2.17416ey = 0.7730 m e''x = -2.17556 Accidental 2.40446

2.175 m -0.47203

1.245 m

Momento torsor354207.26 kgm 381622.2 kgm

-82853.64 kgm

381671.46 kgm 422045.7 kgm

-381868.7 kgm

MOMENTO POLAR DE INERCIAPrimer Piso

Muro

1 X -7.200 51.840 0.047013 5.904254

2 X -9.575 91.681 0.052091 2.254254

3 X -4.325 18.706 0.014716 2.254254

4 X -4.325 18.706 0.014716 0.754254

5 X -8.175 66.831 0.005829 -2.245746

6 X 0.000 0.000 0.000000 -2.245746

7 X -6.400 40.960 0.009337 -6.345746

8 X -0.025 0.001 0.000000 -6.345746

9 X 7.200 51.840 0.047013 5.904254

10 X 9.575 91.681 0.052091 2.254254

11 X 4.325 18.706 0.014716 2.254254

12 X 4.325 18.706 0.014716 0.754254

13 X 8.175 66.831 0.005829 -2.245746

14 X 6.400 40.960 0.009337 -6.345746

1y -10.750 115.562 27.766201 1.854254

2y -7.200 51.840 4.291489 4.079254

3y -7.200 51.840 3.472555 -0.595746

4y -3.600 12.960 0.606406 4.079254

5y -3.600 12.960 0.169656 -1.295746

6y -3.600 12.960 0.403186 -4.870746

7y -2.650 7.022 0.111917 1.504254

8y 0.000 0.000 0.000000 1.854254

9y 2.650 7.023 0.111917 1.504254

10y 3.600 12.960 0.403187 -4.870746

11y 3.600 12.960 0.169656 -1.295746

12y 3.600 12.960 0.606408 4.079254

e'y =

ex acc = e''y =

ey acc =

Mtx1 =Mtx2 =Mty1 =Mty2 =

X = x-xCR X 2 (Ky/E) X2 Y = y-yCR

13y 7.200 51.840 3.472561 -0.595746

14y 7.200 51.840 4.291496 4.079254

15y 10.750 115.563 27.766232 1.854254

16y -1.325 1.756 0.048048 -3.620746

17y 1.325 1.756 0.048049 -3.620746

CORTANTES FINALES DE DISEÑO

V= 175,526.47 10.875

Muro X Y

1 X 0.09168 0.00091 3.675 12.33 5.90 -7.200 17406.040 2102.796 -491.871

2 X 0.03888 0.00057 1.300 8.675 2.25 -9.575 7381.616 340.476 -79.642

3 X 0.07221 0.00079 6.550 8.675 2.25 -4.325 13708.705 632.312 -147.906

4 X 0.07221 0.00079 6.550 7.175 0.75 -4.325 13708.705 211.566 -49.488

5 X 0.01536 0.00009 2.700 4.175 -2.25 -8.175 2915.264 -133.959 31.335

6 X 0.11619 0.00029 10.875 4.175 -2.25 0.000 22058.369 -1013.599 237.094

7 X 0.08425 0.00023 4.475 0.075 -6.35 -6.400 15994.476 -2076.753 485.779

8 X 0.04880 0.00016 10.850 0.075 -6.35 -0.025 9264.296 -1202.894 281.372

9 X 0.09168 0.00091 18.075 12.325 5.90 7.200 17406.040 2102.796 -491.871

10 X 0.03888 0.00057 20.450 8.675 2.25 9.575 7381.616 340.476 -79.642

11 X 0.07221 0.00079 15.200 8.675 2.25 4.325 13708.705 632.312 -147.906

12 X 0.07221 0.00079 15.200 7.175 0.75 4.325 13708.705 211.566 -49.488

13 X 0.01536 0.00009 19.050 4.175 -2.25 8.175 2915.264 -133.959 31.335

14 X 0.08425 0.00023 17.275 0.075 -6.35 6.400 15994.476 -2076.753 485.779

1y 0.00182 0.24027 0.125 8.275 1.85 -10.750 346.416 13.143 -3.074

2y 0.00085 0.08278 3.675 10.500 4.08 -7.200 161.799 13.505 -3.159

3y 0.00075 0.06699 3.675 5.825 -0.60 -7.200 143.130 -1.745 0.408

4y 0.00015 0.04679 7.275 10.500 4.08 -3.600 29.353 2.450 -0.573

5y 0.00008 0.01309 7.275 5.125 -1.30 -3.600 15.429 -0.409 0.096

6y 0.00012 0.03111 7.275 1.550 -4.87 -3.600 23.332 -2.325 0.544

7y 0.00038 0.01594 8.225 7.925 1.50 -2.650 72.602 2.235 -0.523

8y 0.00182 0.24027 10.875 8.275 1.85 0.000 346.416 13.143 -3.074

9y 0.00038 0.01594 13.525 7.925 1.50 2.650 72.602 2.235 -0.523

10y 0.00012 0.03111 14.475 1.550 -4.87 3.600 23.332 -2.325 0.544

11y 0.00008 0.01309 14.475 5.125 -1.30 3.600 15.429 -0.409 0.096

12y 0.00015 0.04679 14.475 10.500 4.08 3.600 29.353 2.450 -0.573

13y 0.00075 0.06699 18.075 5.825 -0.60 7.200 143.130 -1.745 0.408

14y 0.00085 0.08278 18.075 10.500 4.08 7.200 161.799 13.505 -3.159

15y 0.00182 0.24027 21.625 8.275 1.85 10.750 346.416 13.143 -3.074

16y 0.00011 0.02737 9.550 2.800 -3.62 -1.325 21.826 -1.617 0.378

17y 0.00011 0.02737 12.200 2.800 -3.62 1.325 21.826 -1.617 0.378

0.92457 1.29612

XCR =

Kx /E Ky /E y = y - yCR x = x - xCR

Cortantes Direccion X

V tras ∆V1 ∆V2

verificar ojo

MOMENTO POLAR DE INERCIA

J

34.860 3.196147 3.243160

5.082 0.197585 0.249676

5.082 0.366943 0.381659

0.569 0.041080 0.055796

5.043 0.077445 0.083274

5.043 0.585992 0.585992

40.268 3.392596 3.401933

40.268 1.965054 1.965054

34.860 3.196147 3.243160

5.082 0.197585 0.249676

5.082 0.366943 0.381659

0.569 0.041080 0.055796

5.043 0.077445 0.083274

40.268 3.392596 3.401933

3.438 0.006274 27.772475

16.640 0.014182 4.305671

0.355 0.000268 3.472822

16.640 0.002573 0.608978

1.679 0.000136 0.169792

23.724 0.002916 0.406101

2.263 0.000865 0.112782

3.438 0.006274 0.006274

2.263 0.000865 0.112783

23.724 0.002916 0.406103

1.679 0.000136 0.169793

16.640 0.002573 0.608980

Y 2 (Kx/E) Y2

0.355 0.000268 3.472828

16.640 0.014182 4.305678

3.438 0.006274 27.772506

13.110 0.001507 0.049556 Muros a Reforzar13.110 0.001507 0.049556 En las Zonas Sísmicas 2 y 3 se reforzará cualquier muro portante que

91.18472 lleve el 10% o más de la fuerza sísmica, y a los muros perimetrales de

cierre. En la Zona Sísmica 1 se reforzaran como mínimo los muros

perimetrales de cierre.

6.421

2102.796 19508.835 11.11 % 122.82 -27.33 27.35 27.35 150.161 0.09 %

340.476 7722.092 4.40 % 76.94 -22.77 22.78 22.78 99.728 0.06 %

632.312 14341.017 8.17 % 106.54 -14.24 14.25 14.25 120.788 0.07 %

211.566 13920.271 7.93 % 106.54 -14.24 14.25 14.25 120.788 0.07 %

31.335 2946.598 1.68 % 11.81 -2.98 2.99 2.99 14.797 0.01 %

237.094 22295.463 12.70 % 39.46 0.00 0.00 0.00 39.461 0.02 %

485.779 16480.255 9.39 % 30.87 -6.11 6.11 6.11 36.980 0.02 %

281.372 9545.668 5.44 % 21.48 -0.02 0.02 0.02 21.492 0.01 %

2102.796 19508.835 11.11 % 122.82 27.33 -27.35 27.33 150.147 0.09 %

340.476 7722.092 4.40 % 76.94 22.77 -22.78 22.77 99.716 0.06 %

632.312 14341.017 8.17 % 106.54 14.24 -14.25 14.24 120.781 0.07 %

211.566 13920.271 7.93 % 106.54 14.24 -14.25 14.24 120.781 0.07 %

31.335 2946.598 1.68 % 11.81 2.98 -2.99 2.98 14.796 0.01 %

485.779 16480.255 9.39 % 30.87 6.11 -6.11 6.11 36.977 0.02 %

13.143 359.560 0.20 % 32538.47 -10811.25 10816.83 10816.83 43355.305 24.70 %

13.505 175.304 0.10 % 11210.91 -2494.84 2496.13 2496.13 13707.040 7.81 %

0.408 143.538 0.08 % 9071.56 -2018.76 2019.80 2019.80 11091.360 6.32 %

2.450 31.803 0.02 % 6336.60 -705.06 705.43 705.43 7042.028 4.01 %

0.096 15.525 0.01 % 1772.81 -197.26 197.36 197.36 1970.169 1.12 %

0.544 23.876 0.01 % 4213.07 -468.78 469.02 469.02 4682.091 2.67 %

2.235 74.837 0.04 % 2158.25 -176.77 176.86 176.86 2335.114 1.33 %

13.143 359.560 0.20 % 32538.47 0.00 0.00 0.00 32538.476 18.54 %

2.235 74.837 0.04 % 2158.25 176.77 -176.87 176.77 2335.023 1.33 %

0.544 23.876 0.01 % 4213.07 468.78 -469.02 468.78 4681.849 2.67 %

0.096 15.525 0.01 % 1772.81 197.26 -197.36 197.26 1970.067 1.12 %

2.450 31.803 0.02 % 6336.60 705.07 -705.43 705.07 7041.665 4.01 %

0.408 143.538 0.08 % 9071.56 2018.76 -2019.80 2018.76 11090.318 6.32 %

13.505 175.304 0.10 % 11210.91 2494.85 -2496.13 2494.85 13705.753 7.81 %

13.143 359.560 0.20 % 32538.47 10811.25 -10816.84 10811.25 43349.724 24.70 %

0.378 22.205 0.01 % 3706.35 -151.79 151.86 151.86 3858.212 2.20 %

0.378 22.205 0.01 % 3706.35 151.79 -151.86 151.79 3858.135 2.20 %

YCR =

Cortantes Direccion X Cortantes Direccion Y

V asumido V Diseño

% de Absorcion V tras ∆V1 ∆V2 V asumido V Diseño

% de Absorcion

En las Zonas Sísmicas 2 y 3 se reforzará cualquier muro portante que

lleve el 10% o más de la fuerza sísmica, y a los muros perimetrales de

cierre. En la Zona Sísmica 1 se reforzaran como mínimo los muros

Muro 2yLong. L = 0.23 mAltura libre h = 2.40 mEspesor efectivo t = 3.90 mArea de seccion A = 8.97 cm2Modulo de seccion S = 583.05 cm3Modulo de Inercia I = 113694.75 cm4Cargas actuantesCarga Muerta Pd = 36840.96 kgCarga viva PL = 10530.00 kgCarga total P = 47370.96 kgFuerza Cortante V = 13707.04 kg-mMomento M =Resistenciasalbañileria a la Compresion f'm= 60 kg/cm2Compresion del concreto f'c = 210 kg/cm2Acero fy = 4200 kg/cm2

Diseño por compresion axialEsfuerzo actuante

fa = 5.28 kg/cm2esfuerzo admisible

Fa = 10.93 kg/cm2 (t = 0.23 m)Fa = 8.66 kg/cm2 (t = 0.13 m)

comparando esfuerzos

Diseño por corteEsfuerzo cortante actuante

va = 1.53 kg/cm2Esfuerzo cortante admisible con cal

vn = 2.54 kg/cm2 < 3.3 kg/cm2comparando esfuerzos

va < vn OKDiseño por flexionANALISIS POR CORTE Y CONFINAMIENTO

Area de Concreto

MuroVkg

1 X 23 240 415 1.82 19508.83545 2.04 2.13 1.53 1211.61

2 X 23 240 260 1.73 7722.0924138 1.29 2.11 1.51 479.59

3 X 23 240 360 1.73 14341.017091 1.73 2.11 1.51 890.66

4 X 23 240 360 1.73 13920.271274 1.68 2.11 1.51 864.53

5 X 13 240 220 5.44 2946.5984288 1.03 2.56 1.96 183.00

6 X 13 240 735 5.60 22295.463017 2.33 2.59 1.99 1384.68

7 X 13 240 575 5.60 16480.25477 2.20 2.59 1.99 1023.52

8 X 13 240 400 2.94 9545.6682601 1.84 2.27 1.67 592.84

9 X 23 240 415 1.73 19508.83545 2.04 2.11 1.51 1211.61

fa < Fa

t ( cm)

h ( cm)

l ( cm)

f`a (kg/ cm2)

va ( kg/cm2)

vn (cc)

( kg/cm2)

vn (sc) ( kg/cm2)

requerida (cm2)

10 X 23 240 260 1.73 7722.0924138 1.29 2.11 1.51 479.59

11 X 23 240 360 1.73 14341.017091 1.73 2.11 1.51 890.66

12 X 23 240 360 1.73 13920.271274 1.68 2.11 1.51 864.53

13 X 13 240 220 5.60 2946.5984288 1.03 2.59 1.99 183.00

14 X 13 240 575 5.60 16480.25477 2.20 2.59 1.99 1023.52

ANALISIS POR FLEXOCOMPRESION

Muroh

cm

1 X 23 415 9545 660195.8333 777 19508.83545 15158482.99 1.82 22.96

2 X 23 260 5980 259133.3333 777 7722.0924138 6000112.45 1.73 23.15

3 X 23 360 8280 496800.00 777 14341.017091 11143056.91 1.73 22.43

4 X 23 360 8280 496800.00 777 13920.271274 10816134.87 1.73 21.77

5 X 13 220 2860 104866.6667 777 2946.5984288 2289524.78 5.44 21.83

6 X 13 735 9555 1170487.5 777 22295.463017 17323709.44 5.60 14.80

7 X 13 575 7475 716354.1667 777 16480.25477 12805257.51 5.60 17.88

8 X 13 400 5200 346666.6667 777 9545.6682601 7417041.90 2.94 21.40

9 X 23 415 9545 660195.8333 777 19508.83545 15158482.99 1.73 22.96

10 X 23 260 5980 259133.3333 777 7722.0924138 6000112.45 1.73 23.15

11 X 23 360 8280 496800.00 777 14341.017091 11143056.91 1.73 22.43

12 X 23 360 8280 496800.00 777 13920.271274 10816134.87 1.73 21.77

13 X 13 220 2860 104866.6667 777 2946.5984288 2289524.78 5.60 21.83

14 X 13 575 7475 716354.1667 777 16480.25477 12805257.51 5.60 17.88

t ( cm)

l ( cm)

A ( cm2)

S ( cm3)

V

( kg)

M ( kg-cm)

fa

( kg/cm2)

fm

( kg/cm2)

T

(Traccion)

dist. )d(

Ø 1/4" Av = 0.64 cm2

Ø 3/8" Av = 1.42 cm2

Area de Concreto Area confinamientos Estribaje

460 1380 23 x 60 6.50 4.03 6.9 1.42 57 12

460 2.57 2.54

460 4.78 3.41

460 4.64 3.31

260 0.98 1.15

260 7.43 2.60

260 5.49 2.46

260 3.18 2.04

460 6.50 4.03

Minima (cm2)

Asumida (cm2)

seccion asumida

Ash (cm2)

Asv (cm2)

As min. (cm2)

Av (cm2)

d (cm)

S (cm)

460 2.57 2.54

460 4.78 3.41

460 4.64 3.31

260 0.98 1.15

260 5.49 2.46

24.78 21.14 1.11 191 46449.91 15.3604 6.90 15.36042 OK

24.88 21.43 1.11 120 29642.11 9.80 OK

24.16 20.70 1.08 166 39551.06 13.08 OK

23.50 20.04 1.05 166 38197.21 12.63 OK

27.27 16.39 1.36 83 8801.89 2.91 NO PASA

20.40 9.20 1.09 228 13660.22 4.52 OK

23.48 12.28 1.21 197 15751.98 5.21 OK

24.33 18.46 1.14 173 20700.28 6.85 OK

24.69 21.23 1.10 192 46853.15 15.49 OK

24.88 21.43 1.11 120 29642.11 9.80 OK

24.16 20.70 1.08 166 39551.06 13.08 OK

23.50 20.04 1.05 166 38197.21 12.63 OK

27.43 16.23 1.38 82 8628.79 2.85 NO PASA

23.48 12.28 1.21 197 15751.98 5.21 OK

σc (kg/cm2)

σt (kg/cm2)

C < 1.33

X (cm)

T (Kg) As (cm2)

Asvcorte (cm2)

As diseño (cm2)

T

Compresiondist. )d(