albañileria confinada

DISEÑO DE UN EDIFICIO DE ALBAÑILERIA CONFINADA

1. INFORMACION GENERAL

Ubicación del edificio: LAMBAYEQUE

Numero de Pisos: 5 niveles

Uso: VIVIENDA

Sistema de Techado: Losa Aligerada Dos direcciones

Azotea: No utilizable

Altura de piso a techo: 2.6 m

Longitud de ventanas:

SALA : 1.57

DORMITORIO : 1.50

COCINA : 1.10

2. CARACTERISTICAS DE LOS MATERIALES

LADRILLOS SOLIDOS

CLASE 4 CON 30% DE HUECOS

TIPO KING KONG DE ARCILLA

fb = 145

MORTERO

TIPO P2

CEMENTO ARENA - 1:4

f'm = 65

MUERETES

RESISTENCIA CARACTERISTICA A CORTE PURO

V'm = 8.1

Modulo de elasticidad (Em) =

Modulo de corte (gm) =

Modulo de Poison (v) =

CONCRETO

f'c = 210

Modulo de elasticidad = 217370.6512

Modulo de Poison =

ACERO DE REFUERZO

GRADO 60

f'y = 4200

DISEÑO DE UN EDIFICIO DE ALBAÑILERIA CONFINADA

Dos direcciones

m

m

m

kg/cm2

kg/cm2

kg/cm2500*f'm 325000.4*Em

0.25

kg/cm215000*(f'c)^(1/2)

0.15

kg/cm2

CALCULO DE ESPESOR DE LOSA ALIGERADA EN DOS DIRECCIONES

TABLA 9.3

ln= luz libre medida entre las caras de los apoyos, mm

en el plano la luz libre entrela direccion mas larga es 6.50m

sin vigas de borde h= ln/36

h= 0.18 m

con vigas de borde h =ln/40 0.16 m

ESPESOR DEL ALIGERADO

0.17 0.05 280

0.20 0.05 300

0.25 0.05 350

0.30 0.05 420

Espesor de Losa super.

(m)

Peso Propio (Kgf/m2)

promedio

h = 20 cm

ANALISIS ESTÁTICOCENTRO DE MASA Y RIGIDEZ

TABLE: Centers of Mass and RigidityStory Diaphragm Mass X Mass Y XCM YCM Cumulative X

kg kg m m kgPISO5 D1 203069.65 203069.65 9.8923 5.0631 203069.65PISO4 D1 314906.06 314906.06 9.8894 5.1073 517975.7PISO3 D1 314906.06 314906.06 9.8894 5.1073 832881.76PISO2 D1 314906.06 314906.06 9.8894 5.1073 1147787.81PISO1 D1 314906.06 314906.06 9.8894 5.1073 1462693.87

4164.40879

MODALTABLE: Modal Participating Mass Ratios

Case Mode Period UX UY UZ Sum UXsec

Modal 1 0.395 0.0001 0.7068 0 0.0001Modal 2 0.362 0.1829 0.0001 0 0.183Modal 3 0.284 0.5389 0.00002781 0 0.7219Modal 4 0.091 0.0127 0.0681 0 0.7345Modal 5 0.089 0.0042 0.147 0 0.7387Modal 6 0.075 0.1758 0.0001 0 0.9145Modal 7 0.045 0.0016 0.0017 0 0.9161Modal 8 0.043 0.0001 0.0524 0 0.9162Modal 9 0.037 0.0473 0.0004 0 0.9635Modal 10 0.031 0.0004 0.0002 0 0.9639Modal 11 0.029 0.0005 0.0173 0 0.9643Modal 12 0.026 0.0006 0.0001 0 0.9649

Ia= 1.00Ip= 1.00

Tp= 1.00

C= 6.32911392 FINALz= 0.45U= 1.00S= 1.10R= 3.00 SEVERO

C/R= 0.83333333 CORRECCIONRo= 3.00

TABLE: Pier ForcesStory Pier Load Case/Combo Location P V2 V3

tonf tonf tonfPISO1 x1 Comb6 Bottom -65.99 0.7979 -0.3866PISO1 x2 Comb6 Bottom -56.8448 0.1416 -0.0013PISO1 x3 Comb6 Bottom -54.3609 0.4081 -0.4699PISO1 x4 Comb6 Bottom -34.6522 0.154 0.2457PISO1 x5 Comb6 Bottom -46.9017 0.0077 -0.002PISO1 x6 Comb6 Bottom -28.1283 -0.502 0.0357PISO1 x7 Comb6 Bottom -32.397 -0.4323 0.0601PISO1 x8 Comb6 Bottom -63.6238 0.2071 -0.009PISO1 x9 Comb6 Bottom -71.6307 0.3835 0.3652PISO1 x10 Comb6 Bottom -26.2342 0.1363 0.2632PISO1 x11 Comb6 Bottom -62.4797 0.2585 0.2336


tonf tonf tonfPISO1 y1 Comb6 Bottom -31.5869 -0.3638 -0.0073PISO1 y2 Comb6 Bottom -45.9621 -0.0287 -0.0079PISO1 y3 Comb6 Bottom -78.2655 -0.2299 -0.0018PISO1 y4 Comb6 Bottom -51.3935 0.1599 -0.0056PISO1 y5 Comb6 Bottom -52.3578 -0.035 -0.0064PISO1 y6 Comb6 Bottom -79.7548 4.975 0.0181PISO1 y7 Comb6 Bottom -29.8222 0.4102 -0.0029PISO1 y8 Comb6 Bottom -54.3123 0.3299 -0.0047PISO1 y9 Comb6 Bottom -55.2934 0.4671 -0.0042PISO1 y10 Comb6 Bottom -65.2006 9.4693 0.02


tonf tonf tonfPISO1 x1 Comb4 Bottom -58.8514 0.6721 -0.343PISO1 x2 Comb4 Bottom -50.2378 0.1198 -0.0012PISO1 x3 Comb4 Bottom -47.2254 0.3445 -0.407PISO1 x4 Comb4 Bottom -29.5118 0.1255 0.2095PISO1 x5 Comb4 Bottom -37.2229 0.014 -0.0018PISO1 x6 Comb4 Bottom -24.378 -0.4247 0.0285PISO1 x7 Comb4 Bottom -28.0989 -0.3648 0.0488PISO1 x8 Comb4 Bottom -55.9507 0.1756 -0.0085PISO1 x9 Comb4 Bottom -64.7839 0.3265 0.3263PISO1 x10 Comb4 Bottom -23.7111 0.1161 0.2337PISO1 x11 Comb4 Bottom -56.553 0.222 0.2068


tonf tonf tonfPISO1 y1 Comb4 Bottom -28.3256 -0.3018 -0.0062PISO1 y2 Comb4 Bottom -40.8414 0.0473 -0.0067PISO1 y3 Comb4 Bottom -66.5658 -0.0513 -0.002PISO1 y4 Comb4 Bottom -45.1129 0.1635 -0.0048PISO1 y5 Comb4 Bottom -45.3325 0.0547 -0.0054PISO1 y6 Comb4 Bottom -68.5237 4.1343 0.0153PISO1 y7 Comb4 Bottom -26.9387 0.3508 -0.0024PISO1 y8 Comb4 Bottom -48.5989 0.1896 -0.0039PISO1 y9 Comb4 Bottom -49.3392 0.2842 -0.0036PISO1 y10 Comb4 Bottom -56.8519 8.0766 0.017

DESPLAZAMIENTOS POR SISMO

TABLE: Story DriftsStory Load Case/Combo Direction Drift Label X Y

m mPISO5 DINAMIC Max X 0.001011 370 12.916 0PISO5 DINAMIC Max Y 0.00261 1489 0 4.722PISO4 DINAMIC Max X 0.001017 370 12.916 0PISO4 DINAMIC Max Y 0.002632 1810 0 8.932PISO3 DINAMIC Max X 0.000938 370 12.916 0PISO3 DINAMIC Max Y 0.00241 1810 0 8.932PISO2 DINAMIC Max X 0.00077 370 12.916 0PISO2 DINAMIC Max Y 0.001918 1810 0 8.932PISO1 DINAMIC Max X 0.000441 1038 19.252 9.87PISO1 DINAMIC Max Y 0.001023 1810 0 8.932

ANALISIS ESTÁTICOCENTRO DE MASA Y RIGIDEZ

TABLE: Centers of Mass and RigidityCumulative Y XCCM YCCM

kg m m203069.65 9.8923 5.0631517975.7 9.8905 5.09

832881.76 9.8901 5.09651147787.81 9.8899 5.09951462693.87 9.8898 5.10114164.40879

MODALTABLE: Modal Participating Mass Ratios

Sum UY Sum UZ RX RY RZ Sum RX Sum RY Sum RZ

0.7068 0 0.4306 0.0001 0.00002541 0.4306 0.0001 0.000025410.7069 0 0.0000476 0.1141 0.54 0.4307 0.1141 0.54010.7069 0 0.00003352 0.3009 0.1994 0.4307 0.415 0.73950.775 0 0.1176 0.0157 0.1208 0.5483 0.4308 0.86030.922 0 0.2551 0.0048 0.0579 0.8034 0.4355 0.9182

0.9222 0 0.0003 0.3585 0.0138 0.8037 0.794 0.93210.9239 0 0.0041 0.0031 0.0468 0.8078 0.7971 0.97890.9764 0 0.1252 0.0002 0.0017 0.933 0.7974 0.98060.9768 0 0.0011 0.1064 0.0005 0.9341 0.9037 0.9810.977 0 0.0005 0.0006 0.0152 0.9346 0.9043 0.9962

0.9943 0 0.0492 0.0011 0.0002 0.9838 0.9054 0.99640.9944 0 0.0002 0.0017 0.0029 0.984 0.9071 0.9993

2.50= 0.41250

CORRECTO

TABLE: Pier ForcesT M2 M3 Pm V2 M3

tonf-m tonf-m tonf-m kg tonf tonf-m0.0193 -0.0865 -1.437 65990 0.7979 1.4370.0012 0.0046 0.3111 56844.8 0.1416 0.31110.0315 -0.0973 -3.0857 54360.9 0.4081 3.08570.0229 0.0548 5.2058 34652.2 0.154 5.20580.0025 0.0027 -8.9847 46901.7 0.0077 8.9847-0.0835 0.0462 -0.7045 28128.3 0.502 0.7045-0.0766 0.0774 -0.5363 32397 0.4323 0.53630.0201 0.0018 0.8741 63623.8 0.2071 0.87410.0138 0.0999 4.3801 71630.7 0.3835 4.38010.0069 0.0581 0.7879 26234.2 0.1363 0.78790.0046 0.0834 0.2056 62479.7 0.2585 0.2056

TABLE: Pier ForcesT M2 M3 Pm V2 M3

tonf-m tonf-m tonf-m kg tonf tonf-m1.7921 -7.9062 0.3096 31586.9 0.3638 0.30960.1426 3.3312 1.4143 45962.1 0.0287 1.41430.3443 -3.6237 2.7237 78265.5 0.2299 2.72372.4734 -6.756 1.2633 51393.5 0.1599 1.26330.4494 1.9774 1.3154 52357.8 0.035 1.3154-5.0469 -1.326 6.4087 79754.8 4.975 6.40870.7218 0.551 0.6243 29822.2 0.4102 0.62431.0757 1.751 1.4651 54312.3 0.3299 1.46510.645 1.0341 1.2275 55293.4 0.4671 1.2275

-1.0736 0.5204 4.9317 65200.6 9.4693 4.9317

TABLE: Pier ForcesT M2 M3 Pg

tonf-m tonf-m tonf-m tn0.017 -0.0759 -1.1375 58.85140.001 0.0043 0.2543 50.2378

0.0269 -0.0837 -2.49 47.22540.0175 0.0471 3.8835 29.51180.0021 0.0025 -6.2731 37.2229-0.0707 0.0392 -0.5895 24.378-0.0649 0.0656 -0.4546 28.09890.0167 0.0016 0.7157 55.95070.0127 0.0894 3.6936 64.78390.0059 0.0515 0.6337 23.71110.0039 0.0743 0.1024 56.553

TABLE: Pier ForcesT M2 M3 Pg

tonf-m tonf-m tonf-m tn1.5023 -6.4645 0.3082 28.32560.1209 2.7269 1.2946 40.84140.3651 -2.367 2.4588 66.56582.0733 -5.538 1.2039 45.11290.377 1.6458 1.2033 45.3325

-4.3204 -1.2028 6.0824 68.52370.6003 0.3099 0.5736 26.93870.9009 1.4038 1.5528 48.59890.5414 0.8599 1.3866 49.3392-0.9161 0.4436 4.3666 56.8519

TABLE: Story DriftsZ

m13 correcto

13 correcto

10.4 correcto

10.4 correcto

7.8 correcto

7.8 correcto

5.2 correcto

5.2 correcto

2.6 correcto

2.6 correcto

0#VALUE!#VALUE!-31586.9-45962.1-78265.5-51393.5-52357.8-79754.8-29822.2

0#VALUE!

#VALUE!-58851.4-50237.8-47225.4-29511.8-37222.9

-24378-28098.9

1. Espesor del Muro:

t= h/20= 0.13

2. Densidad Minima de Muros Reforzados:

L= Longitud total del muro incluyendo sus columnast= espesor efectivo de muro= 0.13 m

0.23 mAp= área de la planta típica= 199.81 m2Z= 0.45U= 1.00S= 1.10Nº de pisos= 5.00hn= altura total 13.00 mTp= 1.00TL= 1.60C= 2.50R= 3.00

DENSIDAD DE MUROS REFORZADOS

MuroDirección X

Longitud L (m) t (m) Nro. Ac (m2)

MX1 4.01 0.23 2.00 1.84

MX2 1.71 0.23 2.00 0.79

MX3 2.79 0.23 2.00 1.28

MX4 1.50 0.23 2.00 0.69

MX5 1.50 0.23 2.00 0.69

MX6 1.25 0.23 2.00 0.58

MX7 3.10 0.23 2.00 1.43

MX8 2.79 0.23 2.00 1.28

MX9 4.00 0.23 2.00 1.84

MX10 1.50 0.23 2.00 0.69

MX11 3.36 0.23 1.00 0.77

TOTAL 11.88

= 0.05947

= 0.06462301

ESFUERZO AXIAL MAXIMO.-

f'm= 65 Kg/cm2

h= 260 cm

MuroDirección X

Longitud L (cm) t (cm) Ac (cm2) Pm (Kg)

MX1 401 23.00 9223 65990.00

MX2 171 23.00 3933 56844.80

MX3 279 23.00 6417 54360.90

MX4 150 23.00 3450 34652.20

MX5 150 23.00 3450 46901.70

MX6 125 23.00 2875 28128.30

MX7 310 23.00 7130 32397.00

MX8 279 23.00 6417 63623.80

MX9 400 23.00 9200 71630.70

MX10 150 23.00 3450 26234.20

MX11 336 23.00 7728 62479.70

MuroDirección Y

Longitud L (cm) t (cm) Ac (cm2) Pm (Kg)

MY1 179 23.00 4117 31586.90

MY2 254 23.00 5842 45962.10

MY3 344 23.00 7912 78265.50

MY4 252 23.00 5796 51393.50

MY5 252 23.00 5796 52357.80

MY6 421 23.00 9683 79754.80

MY7 176 23.00 4048 29822.20

MY8 328 23.00 7544 54312.30

MY9 328 23.00 7544 55293.40

MY10 273 23.00 6279 65200.60

ESFUERZOS EN MUROS POR SISMO MODERADO.-

Datos:Altura de Piso, h= 2.6 m

f´m = 650 tn/m2V´m = 81 tn/m2

MUROPISO 1

Ve MeMX1 0.798 1.437MX2 0.142 0.311MX3 0.408 3.086MX4 0.154 5.206MX5 0.008 8.985MX6 0.502 0.705MX7 0.432 0.536MX8 0.207 0.874MX9 0.384 4.380

MX10 0.136 0.788MX11 0.259 0.206MY1 0.364 0.310MY2 0.029 1.414MY3 0.230 2.724MY4 0.160 1.263MY5 0.035 1.315MY6 4.975 6.409MY7 0.410 0.624MY8 0.330 1.465MY9 0.467 1.228

MY10 9.469 4.932

CONTROL DE FISURACION.- PISO 1

MURO L (m) t (m) Pg (Tn)MX1 4.01 0.23 58.85MX2 1.71 0.23 50.24MX3 2.79 0.23 47.23MX4 1.50 0.23 29.51MX5 1.50 0.23 37.22MX6 1.25 0.23 24.38MX7 3.10 0.23 28.10MX8 2.79 0.23 55.95MX9 4.00 0.23 64.78

MX10 1.50 0.23 23.71MX11 3.36 0.23 56.55

MURO L (m) t (m) Pg (Tn)MY1 1.79 0.23 28.33MY2 2.54 0.23 40.84MY3 3.44 0.23 66.57MY4 2.52 0.23 45.11MY5 2.52 0.23 45.33MY6 4.21 0.23 68.52MY7 1.76 0.23 26.94MY8 3.28 0.23 48.60MY9 3.28 0.23 49.34

MY10 2.73 0.23 56.85

SISMO EN X-X96.59 tn > ΣVe = 3.17

SISMO EN Y-Y109.58 tn > ΣVe = 16.47

Como ΣVm =

Como ΣVm =

VERIFICACION DE LA NECESIDAD DE COLOCAR REFUERZO HORIZONTAL EN LOS MUROS.-

PISO1:

MURO L (m) t (m) Pm (Tn)MX1 4.01 0.23 65.99MX2 1.71 0.23 56.84MX3 2.79 0.23 54.36MX4 1.50 0.23 34.65MX5 1.50 0.23 46.90MX6 1.25 0.23 28.13MX7 3.10 0.23 32.40MX8 2.79 0.23 63.62MX9 4.00 0.23 71.63

MX10 1.50 0.23 26.23MX11 3.36 0.23 62.48

MURO L (m) t (m) Pm (Tn)MY1 1.79 0.23 31.59MY2 2.54 0.23 45.96MY3 3.44 0.23 78.27MY4 2.52 0.23 51.39MY5 2.52 0.23 52.36MY6 4.21 0.23 79.75MY7 1.76 0.23 29.82MY8 3.28 1.23 54.31MY9 3.28 0.23 55.29

MY10 2.73 0.23 65.20

= 0.044196

= 13 = 0.21666666760

= 0.41250

DENSIDAD DE MUROS REFORZADOS

MuroDirección Y

Longitud L (m) t (m) Nro. Ac (m2)

MY1 1.79 0.23 2.00 0.82

MY2 2.54 0.23 2.00 1.17

MY3 3.44 0.23 2.00 1.58

MY4 2.52 0.23 2.00 1.16

MY5 2.52 0.23 2.00 1.16

MY6 4.21 0.23 2.00 1.94

MY7 1.76 0.23 2.00 0.81

MY8 3.28 0.23 2.00 1.51

MY9 3.28 0.23 2.00 1.51

MY10 2.73 0.23 2.00 1.26

TOTAL 12.91

correcto

correcto

Dirección X

σm (Kg/cm2) σA (Kg/cm2) 0.15f'm Estado

7.15 11.64 9.75 correcto

14.45 11.64 9.75 incorrecto

8.47 11.64 9.75 correcto

10.04 11.64 9.75 correcto

13.59 11.64 9.75 incorrecto

9.78 11.64 9.75 correcto

4.54 11.64 9.75 correcto

9.91 11.64 9.75 correcto

7.79 11.64 9.75 correcto

7.60 11.64 9.75 correcto

8.08 11.64 9.75 correcto

Dirección Y

σm (Kg/cm2) σA (Kg/cm2) 0.15f'm Estado

7.67 11.64 9.75 correcto

7.87 11.64 9.75 correcto

9.89 11.64 9.75 correcto

8.87 11.64 9.75 correcto

9.03 11.64 9.75 correcto

8.24 11.64 9.75 correcto

7.37 11.64 9.75 correcto

7.20 11.64 9.75 correcto

7.33 11.64 9.75 correcto

10.38 11.64 9.75 correcto

MURO PG

MX1 58.8514MX2 50.2378MX3 47.2254MX4 29.5118MX5 37.2229MX6 24.378MX7 28.0989MX8 55.9507MX9 64.7839

MX10 23.7111MX11 56.553MY1 28.3256MY2 40.8414MY3 66.5658MY4 45.1129MY5 45.3325MY6 68.5237MY7 26.9387MY8 48.5989MY9 49.3392

MY10 56.8519

Ve (tn) Me (tn-m) α α (as.) Vm (Tn)0.80 1.44 2.23 1.00 13.540.14 0.31 0.78 0.78 11.550.41 3.09 0.37 0.37 10.860.15 5.21 0.04 0.33 6.790.01 8.98 0.00 0.33 8.560.50 0.70 0.89 0.89 5.610.43 0.54 2.50 1.00 6.460.21 0.87 0.66 0.66 12.870.38 4.38 0.35 0.35 14.900.14 0.79 0.26 0.33 5.453.17 0.21 4.22 1.00 96.596.34 193.19

Ve (tn) Me (tn-m) α α (as.) Vm (Tn)0.36 0.31 0.16 0.33 6.510.03 1.41 0.44 0.44 9.390.23 2.72 4.04 1.00 15.310.16 1.26 0.05 0.33 10.380.04 1.32 0.21 0.33 10.434.98 6.41 0.53 0.53 15.760.41 0.62 0.05 0.33 6.200.33 1.47 2.55 1.00 11.180.47 1.23 2.16 1.00 11.359.47 4.93 0.61 0.61 13.08

16.47 109.58

Resistencia Global OK

Resistencia Global OK

tn →

tn →

VERIFICACION DE LA NECESIDAD DE COLOCAR REFUERZO HORIZONTAL EN LOS MUROS.-MURO DE CONCRETO

0.05f'm (Tn/m2) Refuerzo Horizontal Vu Vm71.55 32.50 Si 2.39 13.54

144.53 32.50 Si 0.42 11.5584.71 32.50 Si 1.22 10.86

100.44 32.50 Si 0.46 6.79135.95 32.50 Si 0.02 8.5697.84 32.50 Si 1.51 5.6145.44 32.50 Si 1.30 6.4699.15 32.50 Si 0.62 12.8777.86 32.50 Si 1.15 14.9076.04 32.50 Si 0.41 5.4580.85 32.50 Si 9.51 96.59

0.05f'm (Tn/m2) Refuerzo Horizontal Vu Vm76.72 32.50 Si 1.09 6.5178.68 32.50 Si 0.09 9.3998.92 32.50 Si 0.69 15.3188.67 32.50 Si 0.48 10.3890.33 32.50 Si 0.11 10.4382.37 32.50 Si 14.93 15.7673.67 32.50 Si 1.23 6.2013.46 32.50 No 0.99 11.1873.29 32.50 Si 1.40 11.35

103.84 32.50 Si 18.94 13.08

σm (Tn/m2)

σm (Tn/m2)

0.55*Vm Vm1/Ve1 F.A.7.44 16.96 3.006.36 81.60 3.005.97 26.62 3.003.73 44.08 3.004.71 1111.85 3.003.08 11.17 3.003.55 14.95 3.007.08 62.14 3.008.20 38.85 3.003.00 40.01 3.0053.13 30.47 3.00

0.55*Vm Vm1/Ve1 F.A.3.58 17.91 3.005.17 327.30 3.008.42 66.59 3.005.71 64.89 3.005.73 297.90 3.008.67 3.17 3.003.41 15.10 3.006.15 33.88 3.006.24 24.29 3.007.19 1.38 2.00

Vu>=Vm Refuerzo HorizontalNo si 21.74No si 21.74No si 21.74No si 21.74No si 21.74No si 21.74No si 21.74No si 21.74No si 21.74No si 21.74No si 21.74

Vu>=Vm Refuerzo HorizontalNo si 21.74No si 21.74No si 21.74No si 21.74No si 21.74No si 21.74No si 21.74No si 4.07No si 21.74Si si 21.74

s (cm), φ 8mm

s (cm), φ 8mm

Vu (tn) Mu (tn-m) SISMO MODERADO2.39 4.31 No se agrieta por Corte ante SM0.42 0.93 No se agrieta por Corte ante SM1.22 9.26 No se agrieta por Corte ante SM0.46 15.62 No se agrieta por Corte ante SM0.02 26.95 No se agrieta por Corte ante SM1.51 2.11 No se agrieta por Corte ante SM1.30 1.61 No se agrieta por Corte ante SM0.62 2.62 No se agrieta por Corte ante SM1.15 13.14 No se agrieta por Corte ante SM0.41 2.36 No se agrieta por Corte ante SM9.51 0.62 No se agrieta por Corte ante SM19.02

Vu (tn) Mu (tn-m) SISMO MODERADO1.09 0.93 No se agrieta por Corte ante SM0.09 4.24 No se agrieta por Corte ante SM0.69 8.17 No se agrieta por Corte ante SM0.48 3.79 No se agrieta por Corte ante SM0.11 3.95 No se agrieta por Corte ante SM14.93 19.23 No se agrieta por Corte ante SM1.23 1.87 No se agrieta por Corte ante SM0.99 4.40 No se agrieta por Corte ante SM1.40 3.68 No se agrieta por Corte ante SM18.94 9.86 Si se agrieta por SM39.94

Refuerzo a colocar Observación

Refuerzo a colocar Observación

1 φ 8mm @ 2 hiladas

Refoorzar todos los muros del primer nivel Nº de Pisos>3












Refoorzar todos los muros del primer nivel Nº de Pisos>3










SISMO MODERADO SISMO SEVERONo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SM

SISMO MODERADO SISMO SEVERONo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SMNo se agrieta por Corte ante SM No se agrieta por Corte ante SM

Si se agrieta por SM Si se agrieta por SS

PESO (KG/M)

AREA NOMINAL (cm2)

6mm 0.288mm 0.53/8" 0.71

12mm 1.131/2" 1.295/8" 1.993/4" 2.841" 5.1

1 3/8" 10.06

f'c = 0.21 tn/cm2t = 23.00 cmh = 2.60 mφ = 0.90

0.70

PISO1MURO X1

Columna C1 C2Ubicación EXTREMA EXTREMA

Pg 58.85Vm 13.54Mu 4.31L 4.01Lm 4.01Nc 2F 1.08Pc 36.51 39.64Pt 14.71 14.71Vc 6.77 6.77T -35.43 -38.56C 37.58 40.71Asf 1.90 1.90Ast -9.37 -10.20As -7.48 -8.31 As 6 φ 1/2 " 2 φ 1/2 " + 4 φ 5/8 "

a usar 7.74 10.54δ 0.80 0.80An 156 108Usar b= 23.00 23.00

DIAMETRO DEL FIERRO

L= 23.00 23.00Ac 529 529Acf 190 19015t 345 345An 441 441As min 2.645 2.645s1 11.25 11.25s2 5.61 5.61s3 5.75 5.75s4 10 10Lo 45 45EstribosΦ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

SolerasTs 6.77As 1.79As,min 2.30Usar 4 φ 3/8"

a usar 2.84Estribos Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

MURO Y1Columna C19 C1Ubicación EXTREMA EXTREMA

Pg 28.33Vm 6.51Mu 0.93L 1.79Lm 1.79Nc 2F 0.52Pc 14.16 28.88Pt 7.08 7.08Vc 3.26 3.26T -13.64 -28.36C 14.68 29.39Asf 0.91 0.91Ast -3.61 -7.50As -2.70 -6.59 As 4 φ 3/8" 4 φ 1/2 " + 2 φ 3/8 "

a usar 2.84 6.58δ 0.80 0.80An 66 107Usar b= 23.00 23.00

L= 23.00 23.00

Ac 529 529Acf 91 9115t 345 345An 441 441As min 2.645 2.645s1 11.25 5.61s2 5.61 5.75s3 5.75 5.75s4 10 10Lo 45 45EstribosΦ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

SolerasTs 3.26As 0.86As,min 2.30Usar 4 φ 3/8"

a usar 2.84Estribos Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

fy = 4.20tn = 19.00

1.00Recubrimiento = 2.000

X3 X4C5 C6 C7

EXTREMA EXTREMA EXTREMA47.23 29.5110.86 6.799.26 15.622.79 1.502.79 1.50

2 23.32 10.41

34.89 34.95 14.7611.81 11.81 7.385.43 5.43 3.39

-31.57 -31.63 -4.3438.21 38.26 25.171.52 1.52 0.95-8.35 -8.37 -1.15-6.83 -6.85 -0.20

6 φ 1/2 " 6 φ 1/2 " 4 φ 1/2 "7.74 7.74 5.160.80 0.80 0.80162 163 105

23.00 23.00 23.00

μ =

23.00 23.00 23.00529 529 529152 152 95345 345 345441 441 441

2.645 2.645 2.64511.25 11.25 11.255.61 5.61 5.615.75 5.75 5.7510 10 1045 45 45

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

5.43 3.391.44 0.902.30 2.30

4 φ 3/8" 4 φ 3/8"2.84 2.84

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25 Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

Y2 Y3C20 C2 C8


2 21.67 2.38

20.42 35.13 40.6610.21 10.21 16.644.70 4.70 7.66

-18.75 -33.46 -38.2922.09 36.80 43.041.32 1.32 2.14-4.96 -8.85 -10.13-3.64 -7.54 -7.98

6 φ 3/8 " 6 φ 1/2 " 6 φ 1/2 "4.26 7.74 7.740.80 0.80 0.80100 148 211

23.00 23.00 23.0023.00 23.00 23.00

529 529 529132 132 214345 345 345441 441 441

2.645 2.645 2.64511.25 5.61 11.255.61 5.75 5.615.75 5.75 5.7510 10 1045 45 45

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

4.70 7.661.24 2.032.30 2.30

4 φ 3/8" 4 φ 3/8"2.84 2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25 Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

tn/cm2cm

1.00 Coef. De friccion en junta rayada2.000

X4 X6C8 C11 C12


2 3.0010.41 1.69

31.40 12.19 29.327.38 6.09 6.093.39 2.10 2.10

-20.99 -10.50 -27.6341.81 13.88 31.010.95 0.59 0.59-5.55 -2.78 -7.31-4.60 -2.19 -6.72

4 φ 1/2 " 4 φ 3/8 " 6 φ 1/2 "5.16 2.84 7.740.80 0.80 0.80272 58 90

23.00 23.00 23.00

23.00 23.00 23.00529 529 52995 59 59

345 345 345441 441 441

2.645 2.645 2.64511.25 11.25 11.255.61 5.61 5.615.75 5.75 5.7510 10 1045 45 45

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

3.39 2.800.90 0.742.30 2.30

4 φ 3/8" 4 φ 3/8"2.84 2.84

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25 Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

Y3 Y4C21 C22 C5


2 3.002.38 1.50

33.28 22.56 34.3616.64 11.28 11.287.66 3.89 3.89

-30.91 -21.05 -32.8635.66 24.06 35.872.14 1.09 1.09-8.18 -5.57 -8.69-6.03 -4.48 -7.60

6 φ 1/2 " 4 φ 1/2 " 6 φ 1/2 "7.74 5.16 7.740.80 0.80 0.80137 94 139

23.00 23.00 23.0023.00 23.00 23.00

529 529 529214 109 109345 345 345441 441 441

2.645 2.645 2.6455.61 11.25 5.615.75 5.61 5.755.75 5.75 5.7510 10 1045 45 45

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

7.66 7.472.03 1.982.30 2.30

4 φ 3/8" 4 φ 3/8"2.84 2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25 Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

X7C12 C12

EXTREMA EXTREMA28.106.461.613.103.10

20.52

20.14 20.147.02 7.023.23 3.23

-19.62 -19.6220.66 20.660.91 0.91-5.19 -5.19-4.29 -4.29

4 φ 1/2 " 4 φ 1/2 "5.16 5.160.80 0.8060 60

23.00 23.00

23.00 23.00529 52991 91

345 345441 441

2.645 2.64511.25 11.35.61 5.65.75 5.810 1045 45

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

3.230.852.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

Y5C23 C6

EXTREMA EXTREMA45.3310.433.952.522.52

21.57

22.67 34.4711.33 11.335.21 5.21

-21.10 -32.9124.23 36.041.46 1.46-5.58 -8.71-4.12 -7.25

6 φ 3/8 " 6 φ 1/2 "4.26 7.740.80 0.80121 141

23.00 23.0023.00 23.00

529 529146 146345 345441 441

2.645 2.64511.25 5.615.61 5.755.75 5.7510 1045 45

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

5.211.382.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

X8C12 C13

EXTREMA EXTREMA55.9512.872.622.792.79

20.94

27.98 27.9813.99 13.996.43 6.43

-27.04 -27.0428.92 28.921.80 1.80-7.15 -7.15-5.35 -5.35

4 φ 1/2 " 4 φ 1/2 "5.16 5.160.80 0.80143 143

23.00 23.00

23.00 23.00529 529180 180345 345441 441

2.645 2.64511.25 11.35.61 5.65.75 5.7510 1045 45

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

6.431.702.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

Y6C24 C12

EXTREMA EXTREMA68.5215.7619.234.214.21

24.57

34.26 41.2917.13 17.137.88 7.88

-29.70 -36.7238.83 45.852.21 2.21-7.86 -9.71-5.65 -7.51

4 φ 1/2 " + 2 φ 3/8 " 6 φ 1/2 "6.58 7.740.80 0.80201 239

23.00 23.0023.00 23.00

529 529221 221345 345441 441

2.645 2.64511.25 5.615.61 5.755.75 5.7510 1045 45

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

7.882.082.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

X9 X10C15 C16 C16


2 23.29 1.58

39.13 44.54 24.0116.20 16.20 5.937.45 7.45 2.73

-35.84 -41.26 -22.4342.41 47.83 25.582.09 2.09 0.76-9.48 -10.91 -5.93-7.40 -8.83 -5.17

6 φ 1/2 " 2 φ 1/2 " + 4 φ 5/8 " 4 φ 1/2 "7.74 10.54 5.160.80 0.80 0.80204 179 109

23.00 23.00 23.00

23.00 23.00 23.00529 529 529209 209 76345 345 345441 441 441

2.645 2.645 2.64511.25 11.25 11.255.61 5.61 5.615.75 5.75 5.7510 10 1045 45 45

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

7.45 2.731.97 0.722.30 2.30

4 φ 3/8" 4 φ 3/8"2.84 2.84

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25 Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

Y7 Y8C15 C25 C16


2 21.06 1.34

29.67 13.47 40.506.73 6.73 12.153.10 3.10 5.59

-28.60 -12.41 -39.1630.73 14.53 41.840.87 0.87 1.57-7.57 -3.28 -10.36-6.70 -2.41 -8.79

4 φ 1/2 " + 2 φ 3/8 " 4 φ 3/8 " 2φ 1/2 " + 4 φ 5/8 "6.58 2.84 10.540.80 0.80 0.80120 65 119

23.00 23.00 23.0023.00 23.00 23.00

529 529 52987 87 157

345 345 345441 441 441

2.645 2.645 2.64511.25 5.61 11.255.61 5.75 5.615.75 5.75 5.7510 10 1045 45 45

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 9@ 0.05, rto @ 0.20Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

3.10 5.590.82 1.482.30 2.30

4 φ 3/8" 4 φ 3/8"2.84 2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25 Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

X10 X11C17 C17

EXTREMA EXTREMA23.71 56.555.45 96.592.36 0.621.50 3.361.50 3.36

2 21.58 0.18

24.19 40.615.93 14.142.73 48.30

-22.61 -40.4325.77 40.790.76 13.53-5.98 -10.70-5.22 2.83

4 φ 1/2 " 4 φ 3/8 "5.16 2.840.80 0.80111 327

23.00 23.00

23.00 23.00529 52976 1353

345 345441 441

2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

2.73 48.300.72 12.782.30 2.30

4 φ 3/8" 4 φ 3/8"2.84 2.84

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25 Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

Y8 Y9C26 C17

EXTREMA EXTREMA48.60 49.3411.18 11.354.40 3.683.28 3.283.28 3.28

2 21.34 1.12

24.30 38.8112.15 12.335.59 5.67

-22.96 -37.6925.64 39.931.57 1.59-6.07 -9.97-4.51 -8.38

6 φ 3/8 " 2 φ 1/2 " + 4 φ 5/8 "4.26 10.540.80 0.80135 100

23.00 23.0023.00 23.00

529 529157 159345 345441 441

2.645 2.6455.61 11.255.75 5.615.75 5.7510 1045 45

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

5.59 5.671.48 1.502.30 2.30

4 φ 3/8" 4 φ 3/8"2.84 2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25 Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

X11C18

EXTREMA56.5596.590.623.363.36

20.18

28.2814.1448.30-28.0928.4613.53-7.436.10

6 φ 1/2 "7.740.8065

23.00

23.00529

1353345441

2.64511.255.615.751045

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

48.3012.782.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

Y9C27

EXTREMA49.3411.353.683.283.28

21.12

24.6712.335.67

-23.5525.791.59-6.23-4.64

6 φ 3/8 "4.260.80137

23.0023.00

529159345441

2.6455.615.755.751045

Φ 1/4", 1@ 0.05,5@ 0.10, 2@ 0.20 rto @ 0.25

5.671.502.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

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