ALBAÑILERIA tesis

CARACTERISTICAS GEOMETRICAS

Altura libre del muro h= 2.33 mLa edificación esta en Zona sismica 2Entonces t mínimo:

h0.117

20Espesor efectivo de los muros t= 0.13 m

CARACTERISTICAS DE LOS MATERIALES

a. Concreto f´c= 210 kg/cm2217370.65119 kg/cm2

b. Acero corrugado G-60 fy= 4200 kg/cm22000000 kg/cm2

c. AlbañileriaResistencia a la compresion axial 65Resistencia al corte v'm= 8.06Módulo de elasticidad: 32500Módulo de corte 13000

d. Ladrillo: Tipo V, 9x13x23 cme. Mortero: C:A 1:4

CARGAS UNITARIAS EN LA EDIFICACION

Concreto 2.40 tn/m3Albañileria 1.80 tn/m3Tarrajeo 2.00 tn/m3Acabados 0.10 tn/m2Ventana 0.02 tn/m2Sobrecarga de piso 0.20 tn/m2Sobrecarga de azotea 0.10 tn/m2

PARÁMETOS SÍSMICOS

DATOSZona sismica 2Tipo de suelo S1

Altura de la edificación"ht" (m) 10.5Categoria de la edificación CSistema Estructural Albañileria Armada o Confinada

Ec=

Es=

f'm=

E'm=500*f'm E'm=G'm=0.4*E'm G'm=

� = =_��

Tipo de estructura: REGULAR Factor para escalar R 1Elementos resistentes Mamposteria y/o muros de corte

Factor de ampliacion sismica

\/ Donde:

X = 2.00

X

�=2.5 )(��/� ≤2.50

�=ℎ _�/�_�

65 kg/cm28.06 kg/cm2

32500 kg/cm213000 kg/cm2

PARÁMETOSZ= 0.25S= 1.40

Tp= 0.402.50

U= 1.00R= 6.00

TL=

R= 6.00Ct= 60.00

C= 2.5

VERIFICACIÓN DE DENSIDAD DE MUROS

Z= 0.25U= 1.00 N: Número de pisosS= 1.40 Ap: Área de planta típica =N= 4.00

0.25x 1.00x 1.40x 4.000.0250

56

DIRECCIÓN XX DIRECCIÓN YYMURO N° VECES t L L.t MURO N° VECES

X1 2 0.13 1.95 0.5070 Y1 2X2 2 0.13 1.90 0.4940 Y2 2X3 2 0.13 2.25 0.5850 Y3 2X4 2 0.13 1.40 0.3640 Y4 2X5 2 0.13 1.40 0.3640 Y5 2X6 2 0.13 2.25 0.5850 Y6 2X7 2 0.13 1.95 0.5070 Y7 2X8 2 0.13 1.90 0.4940 Y8 2X9 2 0.13 2.20 0.5720 Y9 2X10 1 0.13 5.70 0.7410 Y10 1

5.2130 m2

0.0274 > 0.0250 Bien 0.0531110%

(∑ )) (�.� /�_� /56≥��

(∑ )) (�.� /�_� ≥=

〖∑ )(�.� 〗 =_�� ∑〖 )(�.� 〗 =_��

〖∑ )(�.� 〗 =_��/�_� 〖∑ )(�.� 〗 =_��/�_�

VERIFICACIÓN DE DENSIDAD DE MUROS

190.00 m2

4.75 area requerida

DIRECCIÓN YYt L L.t

0.13 5.75 1.49500.13 5.35 1.39100.13 1.25 0.32500.13 2.30 0.59800.13 5.75 1.49500.13 4.50 1.17000.13 2.85 0.74100.13 3.40 0.88400.13 4.70 1.22200.13 5.95 0.7735

10.0945 m2

> 0.0250 Bien213%

∑〖 )(�.� 〗 =_��

CARGAS UNITARIAS DE LOS ELEMENTOS

Muro de albañileria(*) 1.80 x 0.13 + 2.00 x 0.02 = 0.274Viga dintel (*) 2.40 x 0.13 + 2.00 x 0.02 = 0.352Viga de arriostre (*) 2.40 x 0.10 + 2.00 x 0.02 = 0.280Viga principal (*) 2.40 x 0.25 + 2.00 x 0.02 = 0.640

(*) incluye tarrajeo

SECCIONES VERTICALES TÍPICAS

CASO 1 Muro de albañileria

W1= 0.274 x 2.33 + 0.352 x 0.27 = 0.733 tn/m

CASO 2 Alfeizer h=0.90m

W2= 0.274 x 0.90 + 0.02 x 1.40 + 0.352 x 0.27 = 0.370

CASO 3 Alfeizer h=1.90m

W3= 0.274 x 1.90 + 0.02 x 0.40 + 0.352 x 0.27 = 0.624

CASO 4 Zona de puertas

W4= 0.352 x 0.27 = 0.095 tn/m

CASO 5 Parapeto h=1.10m

W5= 0.274 x 1.00 + 0.28 x 0.10 = 0.302 tn/m

Loza macisa 2.40 x 0.17 = 0.408 tn/m2Piso terminado 2.00 x 0.03 = 0.060 tn/m2Peso propio losa 0.468 tn/m2

Loza Aligerada ( espesor= 0.17 m) 0.280 tn/m2Piso terminado 0.060 tn/m2Peso propio losa 0.340 tn/m2

METRADO DE ESCALERAS

Donde:Wpe: Peso directo de la escalera

Peso especifico del concreto 2.400 tn/m3cp: Contrapaso 0.180 mp: Paso 0.250 mt: Espesor de garaganta de escalera

Escalera 1 t: 0.15 m

0.660 tn/m2

1.20 x 4.56 x 0.66 = 3.61 tn

Escalera 2 t: 0.10 m

0.512 tn/m2

Tramo inclinado 1.20 x 2.18 x 0.51 = 1.34 tnDescanso 1.20 x 2.40 x 0.36 = 1.04 tn

3.71 tn

γc:

� =_�� /2 √(1+ )^2 ))�_� (�� +� (��/�

� =_��

� =_��

RESUMENCAGAS UNITARIASLosa aligerada 0.340Losa maciza 0.468

tn/m2 Muro de albañileria 0.733tn/m2 Alfeizer h=0.90m 0.370tn/m2 Alfeizer h=1.90m 0.624tn/m2 Zona de puertas 0.095

Parapeto h=1.10m 0.302

CASO 1 CASO 2

0.170.1

1.4tn/m

tn/m 0.9

Muro de albañileria Muro de albañileriacon ventana baja

CASO 50.10

1.00

Parapeto h=1.10 m

CASO 3 CASO 4

0.13 0.130.17 0.170.40

2.25

1.80

Muro de albañileria Puertacon ventana alta

MURO X1 MURO X1CM: Área/Longitud W CM:Losa aligerada 0.00 x 0.340 = 0.000 Losa aligeradaMuro de albañileria 1.80 x 0.733 = 1.320 Muro de albañileriaAlfeizer h=0.90m 0.60 x 0.370 = 0.222 Alfeizer h=0.90m

Parapeto h=1.10mCM = 1.542

CV: CV:Sobrecarga 1.40 x 0.200 = 0.280 Sobrecarga

CV = 0.280


Alfeizer h=0.90mCM = 1.653


CV = 0.316

MURO X3 MURO X3CM: Área/Longitud W CM:Losa aligerada 0.00 x 0.340 = 0.000 Losa aligeradaMuro de albañileria 2.10 x 0.733 = 1.540 Muro de albañileriaZona de puertas 0.35 x 0.095 = 0.033 Zona de puertas

CM = 1.574


CV = 0.524




CV = 0.160




CV = 0.160

MURO X6 MURO X6CM: Área/Longitud W CM:Losa aligerada 0.00 x 0.340 = 0.000 Losa aligeradaMuro de albañileria 2.10 x 0.733 = 1.540 Muro de albañileriaAlfeizer h=0.90m 0.60 x 0.370 = 0.222 Alfeizer h=0.90mAlfeizer h=0.90m 1.60 x 0.370 = 0.591 Alfeizer h=0.90m

CM = 2.353


CV = 0.400


CM = 2.133


CV = 0.400


CM = 2.097


CV = 0.400


CM = 2.207


CV = 0.400

MURO X10 MURO X10CM: Área/Longitud W CM:Losa aligerada 0.00 x 0.340 = 0.000 Losa aligeradaLosa maciza 1.64 x 0.468 = 0.768 Losa macizaMuro de albañileria 5.70 x 0.733 = 4.181 Muro de albañileriaAlfeizer h=0.90m 1.60 x 0.370 = 0.591 Alfeizer h=0.90m

CM = 5.540


CV = 0.400

PISO TÍPICO AZOTEA

MURO Y1 MURO Y1CM: Área/Longitud W CM:Losa aligerada 7.00 x 0.340 = 2.380 Losa aligerada

Muro de albañileria 5.75 x 0.733 = 4.217 Muro de albañileriaParapeto h=1.10m

CM = 6.597


CV = 1.400

MURO Y2 MURO Y2CM: Área/Longitud W CM:Losa aligerada 6.41 x 0.340 = 2.178 Losa aligeradaMuro de albañileria 2.00 x 0.733 = 1.467 Muro de albañileriaAlfeizer h=1.90m 0.70 x 0.624 = 0.437 Alfeizer h=1.90mZona de puertas 1.15 x 0.095 = 0.109 Zona de puertas



CV = 1.281

MURO Y3 MURO Y3CM: Área/Longitud W CM:Losa aligerada 1.41 x 0.340 = 0.479 Losa aligeradaMuro de albañileria 2.00 x 0.733 = 1.467 Muro de albañileriaZona de puertas 0.80 x 0.095 = 0.076 Zona de puertas

CM = 2.022


CV = 0.296

MUROPISO TÍPICO (tn)

CM+CVX1 1.822

Área/Longitud W X2 1.9690.00 x 0.340 = 0.000 X3 2.0981.80 x 0.733 = 1.320 X4 1.2950.60 x 0.370 = 0.222 X5 1.2952.40 x 0.302 = 0.725 X6 2.753

CM = 2.267 X7 2.533X8 2.497X9 2.607

1.40 x 0.100 = 0.140 X10 5.940CV = 0.140 Y1 7.997

Y2 5.471Y3 2.318

Área/Longitud W Y4 2.8550.00 x 0.340 = 0.000 Y5 12.8551.85 x 0.733 = 1.357 Y6 8.9690.80 x 0.370 = 0.296 Y7 5.9512.65 x 0.370 = 0.980 Y8 6.574

CM = 2.632 Y9 8.082Y10 12.692

1.58 x 0.100 = 0.158CV = 0.158

PISO CM+CV4 180.24

Área/Longitud W 3 182.230.00 x 0.340 = 0.000 2 182.232.10 x 0.733 = 1.540 1 182.130.35 x 0.095 = 0.033

CM = 1.574

2.62 x 0.100 = 0.262CV = 0.262

Área/Longitud W0.00 x 0.340 = 0.0001.25 x 0.733 = 0.9170.35 x 0.624 = 0.218

1.60 x 0.302 = 0.483CM = 1.618

0.80 x 0.100 = 0.080CV = 0.080

Área/Longitud W0.00 x 0.340 = 0.0001.25 x 0.733 = 0.9170.35 x 0.624 = 0.2181.60 x 0.302 = 0.483

CM = 1.618

0.80 x 0.100 = 0.080CV = 0.080


CM = 2.353

2.00 x 0.100 = 0.200CV = 0.200


CM = 2.133

2.00 x 0.100 = 0.200CV = 0.200


CM = 2.097

2.00 x 0.100 = 0.200CV = 0.200


CM = 2.713

2.00 x 0.100 = 0.200CV = 0.200


CM = 5.540

2.00 x 0.100 = 0.200CV = 0.200

AZOTEA

Área/Longitud W7.00 x 0.340 = 2.380

5.75 x 0.733 = 4.2175.75 x 0.302 = 1.737

CM = 8.334

7.00 x 0.100 = 0.700CV = 0.700

Área/Longitud W6.41 x 0.340 = 2.1782.00 x 0.733 = 1.4670.70 x 0.624 = 0.4371.15 x 0.095 = 0.1091.45 x 0.302 = 0.438

CM = 4.628

6.41 x 0.100 = 0.641CV = 0.641

Área/Longitud W1.41 x 0.340 = 0.4792.00 x 0.733 = 1.4670.80 x 0.095 = 0.076

CM = 2.022

1.48 x 0.100 = 0.148CV = 0.148

PISO TÍPICO (tn) AZOTEA (tn)CM+25%CV CM+CV CM+25%CV

1.612 2.407 2.3021.732 2.790 2.6721.705 1.836 1.6391.175 1.295 1.1751.175 1.295 1.1752.453 2.753 2.4532.233 2.533 2.2332.197 2.497 2.1972.307 2.607 2.3075.640 5.940 5.6406.947 9.034 8.5094.511 5.269 4.7882.096 2.170 2.0592.545 2.875 2.72010.526 11.529 10.3647.437 9.322 8.5565.149 5.416 5.0155.585 6.340 5.8467.488 9.302 9.00510.495 11.763 10.665

CM+25%CV166.34157.60157.60157.49

FUERZAS POR SISMO

Peso por sismo: CM+25%CV

V =Z x U x C x

Piso Peso(tn) R4 166.343 157.60

V =0.25 x 1.00 x 2.50 x

2 157.60 6.001 157.49

Total P= 639.02 V = 93.19 tn

DISTRIBUCIÓN DE LAS FUERZAS SISMICAS

PISOh hi PESO Pi Fi Vim m tn tn tn

4 2.60 10.40 166.34 38.49 38.493 2.60 7.80 157.60 27.35 65.842 2.60 5.20 157.60 18.23 84.081 2.60 2.60 157.49 9.11 93.19

CENTRO DE MASA Peso=CM+25%CV

PRIMER Y SEGUNDO PISO

X Y

X1A 1.00 0.975 0.000 0.98 0.00X1B 1.00 15.075 0.000 15.08 0.00X2A 1.00 4.150 0.000 4.15 0.00X2B 1.00 11.900 0.000 11.90 0.00X3A 1.00 1.125 3.650 1.13 3.65X3B 1.00 14.925 3.650 14.93 3.65X4A 1.00 0.700 5.600 0.70 5.60X4B 1.00 15.350 5.600 15.35 5.60X5A 1.00 0.700 6.350 0.70 6.35X5B 1.00 15.350 6.350 15.35 6.35X6A 1.00 1.050 8.300 1.05 8.30X6B 1.00 15.000 8.300 15.00 8.30X7A 1.00 0.975 11.550 0.98 11.55X7B 1.00 15.075 11.550 15.08 11.55

MURO Peso (tn) P*X P*Y

� =(ℎ )/(_� _�∗�_� 〖 Σ (ℎ〗 ))_�∗�_� ∗�

X8A 1.00 4.100 11.550 4.10 11.55X8B 1.00 11.950 11.550 11.95 11.55X9A 1.00 5.225 8.300 5.23 8.30X9B 1.00 10.825 8.300 10.83 8.30X10 1.00 8.025 5.600 8.03 5.60

Y1A 1.00 0.000 2.800 0.00 2.80Y1B 1.00 16.050 2.800 16.05 2.80Y2A 1.00 0.000 8.950 0.00 8.95Y2B 1.00 16.050 8.950 16.05 8.95Y3A 1.00 2.100 7.750 2.10 7.75Y3B 1.00 13.950 7.750 13.95 7.75Y4A 1.00 2.100 5.425 2.10 5.43Y4B 1.00 13.950 5.425 13.95 5.43Y5A 1.00 3.150 2.800 3.15 2.80Y5B 1.00 12.900 2.800 12.90 2.80Y6A 1.00 3.150 9.375 3.15 9.38Y6B 1.00 12.900 9.375 12.90 9.38Y7A 1.00 4.200 6.950 4.20 6.95Y7B 1.00 11.850 6.950 11.85 6.95Y8A 1.00 4.200 9.925 4.20 9.93Y8B 1.00 11.850 9.925 11.85 9.93Y9A 1.00 6.750 2.275 6.75 2.28Y9B 1.00 9.300 2.275 9.30 2.28Y10 1.00 8.025 8.650 8.03 8.65

38.00 304.95 237.35

CENTRO DE RIGIDECES

325000

Dirección X t L h

tn/m

X1Izquierda

0.13 1.95 2.403789.3 0.000

Derecha 3789.3 0.000

X2Izquierda

0.13 1.90 2.403565.0 0.000

Derecha 3565.0 0.000

X3Izquierda

0.13 2.25 2.405245.5 3.650

Derecha 5245.5 3.650

X4Izquierda

0.13 1.40 2.401670.3 5.600

Derecha 1670.3 5.600

X5Izquierda

0.13 1.40 2.401670.3 6.350

Derecha 1670.3 6.350

MURO m m m Y

� = )/(_� (�_� � 〖 4(ℎ )/� 〗^3+3(ℎ ) )/�

�_�

� =_�

X6Izquierda

0.13 2.25 2.405245.5 8.300

Derecha 5245.5 8.300

X7Izquierda

0.13 1.95 2.403789.3 11.550

Derecha 3789.3 11.550

X8Izquierda

0.13 1.90 2.403565.0 11.550

Derecha 3565.0 11.550X9 0.13 2.20 2.4 4990.7 8.300

Y1Izquierda

0.13 5.75 2.40740.9 5.60

Derecha 740.9 2.80

Y2Izquierda

0.13 5.35 2.40689.3 2.80

Derecha 689.3 8.95

Y3Izquierda

0.13 1.25 2.40161.1 8.95

Derecha 161.1 7.75

Y4Izquierda

0.13 2.30 2.40296.3 7.75

Derecha 296.3 5.43

Y5Izquierda

0.13 5.75 2.40740.9 5.43

Derecha 740.9 2.80

Y6Izquierda

0.13 4.50 2.40579.8 2.80

Derecha 579.8 9.38

Y7Izquierda

0.13 2.85 2.40367.2 9.38

Derecha 367.2 6.95

Y8Izquierda

0.13 3.40 2.40438.1 6.95

Derecha 438.1 9.93Y9 0.13 4.70 2.40 605.6 9.93

∑ 70703.9

6.083

Dirección Yt L h

tn/m

X1Izquierda

0.13 1.95 2.40251.2 0.000

Derecha 251.2 0.000

X2Izquierda

0.13 1.90 2.40244.8 0.000

Derecha 244.8 0.000

X3Izquierda

0.13 2.25 2.40289.9 0.000

Derecha 289.9 0.000

X4Izquierda

0.13 1.40 2.40180.4 0.000

Derecha 180.4 0.000

X5Izquierda

0.13 1.40 2.40180.4 0.000

Derecha 180.4 0.000

X6Izquierda

0.13 2.25 2.40289.9 0.000

MURO m m m Y

� =(∑▒_�� 〖〖〖〖〖〖〖〖〖〖〖〖〖 _�∗�〗 )/(∑ )▒�_�� =_��

�_�

X6Derecha

0.13 2.25 2.40289.9 0.000

X7Izquierda

0.13 1.95 2.40251.2 0.000

Derecha 251.2 0.000

X8Izquierda

0.13 1.90 2.40244.8 0.000

Derecha 244.8 0.000X9 0.13 2.20 2.4 283.5 0.000

Y1Izquierda

0.13 5.75 2.4027381.0 8.025

Derecha 27381.0 0.000

Y2Izquierda

0.13 5.35 2.4024752.5 16.050

Derecha 24752.5 0.000

Y3Izquierda

0.13 1.25 2.401240.0 16.050

Derecha 1240.0 2.100

Y4Izquierda

0.13 2.30 2.405504.8 13.950

Derecha 5504.8 2.100

Y5Izquierda

0.13 5.75 2.4027381.0 13.950

Derecha 27381.0 3.150

Y6Izquierda

0.13 4.50 2.4019145.2 12.900

Derecha 19145.2 3.150

Y7Izquierda

0.13 2.85 2.408596.1 12.900

Derecha 8596.1 4.200

Y8Izquierda

0.13 3.40 2.4011987.4 11.850

Derecha 11987.4 4.200Y9 0.13 4.70 2.4 20464.9 11.850

∑ 276590.0

7.539

CORTANTE TRASLACIONAL

Dirección "X"

MURO KxPRIMER PISO SEGUNDO PISO TERCER PISO

Vp Vd Vp Vd VpX1 3789.3

93.19

4.75

84.08

4.28

65.84

X2 3565.0 4.46 4.03X3 5245.5 6.57 5.93X4 1670.3 2.09 1.89X5 1670.3 2.09 1.89X6 5245.5 6.57 5.93X7 3789.3 4.75 4.28

� =(∑▒_�� 〖〖〖〖〖〖〖〖〖〖〖〖〖 _�∗�〗 )/(∑ )▒�_�� =_��

VpK

KV

i

iD

X8 3565.0

93.19

4.46

84.08

4.03

65.84X9 41422.5 51.87 46.80Y1 740.9 0.93 0.84Y2 689.3 0.86 0.78Y3 161.1 0.20 0.18Y4 296.3 0.37 0.33Y5 740.9 0.93 0.84Y6 579.8 0.73 0.66Y7 367.2 0.46 0.41Y8 438.1 0.55 0.49Y9 438.1 0.55 0.49

∑Ki 74414.4

Dirección "Y"

MURO KyPRIMER PISO SEGUNDO PISO TERCER PISO

Vp Vd Vp Vd VpX1 251.2

93.19

0.16

84.08

0.14

65.84

X2 244.8 0.16 0.14X3 289.9 0.18 0.17X4 180.4 0.11 0.10X5 180.4 0.11 0.10X6 289.9 0.18 0.17X7 251.2 0.16 0.14X8 244.8 0.16 0.14X9 283.5 0.18 0.16Y1 27381.0 17.42 15.72Y2 24752.5 15.75 14.21Y3 1240.0 0.79 0.71Y4 5504.8 3.50 3.16Y5 27381.0 17.42 15.72Y6 19145.2 12.18 10.99Y7 8596.1 5.47 4.94Y8 11987.4 7.63 6.88Y9 20464.9 13.02 11.75

∑Ki 146453.0

MOMENTO POLAR DE INERCIA (J)

PRIMER Y SEGUNDO PISOx' y'

MURO K x K y

y′=�_�−�_��=∑▒ ∗(�_� 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 ^2 ) +∑▒ ∗(�_� 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 ^2 )

x′=�_�−�_��

� ∗_� 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 ^2�_�∗〖〖′〗^2

tn/m tn/m m m tn-m

X1Izquierda 3789.32 251.25 -7.539 -6.083 140196.80Derecha 3789.32 251.25 -7.539 -6.083 140196.80




X5Izquierda 1670.33 180.38 -7.539 0.267 119.45Derecha 1670.33 180.38 -7.539 0.267 119.45




X9 4990.66 283.46 -7.539 2.217 24538.70

Y1Izquierda 740.85 27381.05 0.486 -0.483 172.54Derecha 740.85 27381.05 -7.539 -3.283 7982.98

Y2Izquierda 689.32 24752.50 8.511 -3.283 7427.64Derecha 689.32 24752.50 -7.539 2.867 5667.61

Y3Izquierda 161.06 1240.04 8.511 2.867 1324.21Derecha 161.06 1240.04 -5.439 1.667 447.78

Y4Izquierda 296.34 5504.75 6.411 1.667 823.91Derecha 296.34 5504.75 -5.439 -0.658 128.14

Y5Izquierda 740.85 27381.05 6.411 -0.658 320.36Derecha 740.85 27381.05 -4.389 -3.283 7982.98

Y6Izquierda 579.80 19145.24 5.361 -3.283 6247.55Derecha 579.80 19145.24 -4.389 3.292 6285.02



Y9 605.57 20464.87 4.311 3.842 8940.69

10353392 tn-m

EXCENTRICIDADES DE DISEÑO Y MOMENTOS TORSORES

centro de masa centro de rigidez

MURO

�=∑▒ ∗(�_� 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 ^2 ) +∑▒ _(� ∗� 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 ^2 )

piso x y x y1 8.025 6.246 7.539 6.0832 8.025 6.246 7.539 6.0833 #DIV/0! #DIV/0! 7.539 6.083

Excentricidad Primer y segundo piso

#DIV/0! 7.539 = #DIV/0!

6.246 - 6.083 = 0.163 m

Tercer piso#DIV/0! 7.539 = #DIV/0!

#DIV/0! 6.083 = #DIV/0!

Excentricidades accidentales0.05 x 15.850 = 0.793 m

0.05 x 10.370 = 0.519 m

Excentricidades de diseño

Primer y segundo piso#DIV/0!

#DIV/0!#DIV/0!

-0.35500.682 m

0.6820

Tercer piso#DIV/0!

#DIV/0!#DIV/0!

#DIV/0!#DIV/0!

#DIV/0!

�_ ))=0.05 =(�(�� ∗��

�_ ))=0.05 =(� (�� ∗��

〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 =_�=�_��−�_��

〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 _ =)=_�=�_��−� (��

�_ =′�=�_��−�_��

�_ _ =)=′�=�_��−� (��

| 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 | _ ))=_� −� (� (��

| 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 | _ ))=_� +� (� (�� =_� � =_�

| 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 | _ ))=_� −� (� (��

| 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 | _ ))=_� +� (� (�� =_� � =_�

| 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 | _ ))=_� −� (� (��

| 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 | _ ))=_� +� (� (��

� =_� � =_�

| 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 | _ ))=_� −� (� (��

| 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 | _ ))=_� +� (� (�� =_� � =_�

MOMENTO TORSOR

PISOV Mtx1 Mtx2 Mty1 Mty2tn tn-m tn-m tn-m tn-m

3 65.84 #DIV/0! #DIV/0! #DIV/0! #DIV/0!2 84.08 #DIV/0! #DIV/0! -29.851 57.3391 93.19 #DIV/0! #DIV/0! -33.086 63.552

INCREMENTO DE CORTANTES POR TORSION

PRIMER PISOh= 2.4 Dirección X

x' y'MURO

K x K y ΔV1x

�_�=�_�×�_�

〖∆∆〗 _ = ′)1�� (�_�1� �_�� /�

〖∆∆〗 _ = ′)2�� (�_�2� �_�� /�

〖∆∆〗 _ = ′)1�� (�_�1� �_�� /�

〖∆∆〗 _ = ′)2�� (�_�2� �_�� /�

S x P

1.40x 639.02

XCM = 8.025YCM = 6.246

� =(∑▒_�� 〖〖〖〖〖〖〖〖〖〖〖〖〖 .�_� 〗 )/(∑ )▒�

� =(∑▒_�� 〖〖〖〖〖〖〖〖〖〖〖〖〖 .�_� 〗 )/(∑ )▒�

XCM = #DIV/0!YCM = #DIV/0!

Tn/m2

Dirección X

0.00.00.00.0

19146.119146.19353.89353.810606.610606.6

Kx*Y

� =(∑▒_�� 〖〖〖〖〖〖〖〖〖〖〖〖〖 .�_� 〗 )/(∑ )▒�

� =(∑▒_�� 〖〖〖〖〖〖〖〖〖〖〖〖〖 .�_� 〗 )/(∑ )▒�

43537.743537.743766.743766.741175.941175.941422.54148.82074.41930.16169.41441.41248.22296.61607.74019.12074.41623.45435.63442.62552.13044.64347.86010.3

430062.4

Dirección Y

0.00.00.00.00.00.00.00.00.00.00.0

Kx*Y

0.00.00.00.00.00.0

219732.90.0

397277.60.0

19902.62604.176791.311560.0

381965.686250.3246973.660307.5110890.136103.7142051.050347.2242508.72085266.2

TERCER PISOVd

3.353.154.641.481.484.643.35

3.1536.650.660.610.140.260.660.510.320.390.39

TERCER PISOVd

0.110.110.130.080.080.130.110.110.1312.3111.130.562.4712.318.613.865.399.20

PRIMER Y SEGUNDO PISOJ�_�∗〖〖′〗^2

tn-m tn-m14280.71 154477.5014280.71 154477.5013914.53 145812.3413914.53 145812.3416477.74 47517.8716477.74 47517.8710252.82 10641.8210252.82 10641.8210252.82 10372.2610252.82 10372.2616477.74 42269.4816477.74 42269.4814280.71 127553.4814280.71 127553.4813914.53 120482.0913914.53 120482.0916111.57 40650.276462.09 6634.63

1556324.25 1564307.231792917.31 1800344.951406918.81 1412586.4289820.62 91144.8236686.32 37134.10226236.58 227060.49162857.24 162985.391125317.69 1125638.05527496.91 535479.90550200.23 556447.78368833.76 375118.78247037.53 251018.0495848.80 96125.09222762.74 223092.35133662.50 140130.24380299.38 389240.07

10353392.3

PRIMER PISODirección X Dirección Y

ΔV2x ΔV1y ΔV2y

VERIFICACIÓN DEL ESFUERZO AXIAL MÁXIMO EN CADA MURO

9.59 kg/cm2

El esfuerzo admisible no debe exceder 0.15f'm, para que nose reduzca la ductibilidad del muro.

9.75 kg/cm2

Ademas, si fa>0.05f'm, es necesario adicionar refuerzo horizontal 3.25 kg/cm2

El máximo esfuerzo se produce en los muros del primer piso.

MUROL.t Comparación Requierem2 tn/m2 kg/cm2 fa < Fa As horizon

X1 7.873 0.25 31.06 3.11 Bien NoX2 8.696 0.25 35.21 3.52 Bien Rh=0.001X3 8.128 0.29 27.79 2.78 Bien NoX4 5.180 0.18 28.46 2.85 Bien NoX5 5.180 0.18 28.46 2.85 Bien NoX6 11.014 0.29 37.65 3.77 Bien Rh=0.001X7 10.134 0.25 39.98 4.00 Bien Rh=0.001X8 9.987 0.25 40.43 4.04 Bien Rh=0.001X9 10.427 0.29 36.46 3.65 Bien Rh=0.001X10 23.759 0.74 32.06 3.21 Bien NoY1 33.026 0.75 44.18 4.42 Bien Rh=0.001

El esfuerzo admisible (Fa) se calcula como:

El esfuerzo actuante (fa) en cada muro será:

Pesototal(tn)

� =0.20_� 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 [1−(ℎ/(35 ))^2 ]=_� �

�_�

� / )_�=� (�.�

� =0.20_� 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 [1−(ℎ/(35 ))^2 ]_� � ≤0.15〖∆′〗 _�

�_�≤0.15〖∆′〗 _�=

Y2 21.683 0.70 31.18 3.12 Bien NoY3 9.125 0.16 56.16 5.62 Bien Rh=0.001Y4 11.441 0.30 38.26 3.83 Bien Rh=0.001Y5 50.095 0.75 67.02 6.70 Bien Rh=0.001Y6 36.227 0.59 61.93 6.19 Bien Rh=0.001Y7 23.270 0.37 62.81 6.28 Bien Rh=0.001Y8 26.061 0.44 58.96 5.90 Bien Rh=0.001Y9 33.549 0.61 54.91 5.49 Bien Rh=0.001Y10 49.841 0.77 64.44 6.44 Bien Rh=0.001

CONTROL DE FISURACIÓN

PRIMER PISO

Pg Ve Me L(m) α Vm Vm1/Ve1tn tn tn-m m tn

X1Izquierda #REF! #DIV/0! #DIV/0! 1.95 #DIV/0! #DIV/0! #DIV/0!Derecha 1.95 #VALUE! #VALUE!

X2Izquierda 1.90 #VALUE! #VALUE!Derecha 1.90 #VALUE! #VALUE!

X3Izquierda #REF! 2.25 #VALUE! #VALUE!Derecha #REF! 2.25 #VALUE! #VALUE!



MURO

�_�≤0.55�_� � =0.5_� 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 _� +0.2∝� � 3�_�∝= ) , 1/3≤∝≤1(�_� � /�_� � 1 1 )_�=�_� (�_� /�_�




X9 #REF! 2.20 #VALUE! #VALUE!

Y1Izquierda 5.75 #VALUE! #VALUE!Derecha 5.75 #VALUE! #VALUE!

Y2Izquierda #REF! 5.35 #VALUE! #VALUE!Derecha #REF! 5.35 #VALUE! #VALUE!







Y9 #REF! 4.70 #VALUE! #VALUE!

#DIV/0! #DIV/0!

Como en el muro X9 se agritaria ante sismo moderado el muro sera de concreto armado

17.57 tn > tn

∑�_(�1=) ∑�_ 1(� =)

� =0.53∗√ ^′ ) ∗0.8 =_�=�_� (� � ∗� ∗�

DISEÑO DE MUROS AGRIETADOS POR SISMO SEVERO

μ= 1 Coeficiente de friccion

MURO X1 X2 X3 X4Columnas Extrema Extrema Extrema Extrema Interna Extrema Extrema Interna

Pg #REF! #REF! #REF!Vm #DIV/0!Mu #DIV/0! #VALUE! #VALUE! #VALUE!L 2.20 2.58 2.00 2.33

Lm 2.20 2.58 2.00 2.33Nc 2.00 2.00 2.00 2.00M #DIV/0! #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!F #DIV/0! #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!Pc #REF! #REF! #VALUE! #VALUE! #REF! #REF! #REF! #REF!T #DIV/0! #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!C #REF! #REF! #VALUE! #VALUE! #VALUE! #REF! #REF! #VALUE!Vc #DIV/0! #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!As #DIV/0! #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

As usar #DIV/0! #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 4 φ 3/8" 6 φ 3/8" 6 φ 3/8" 4 φ 3/8"

As colo 4.26 4.26 4.26 4.26 2.84 4.26 4.26 2.84δ 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80

An #REF! #REF! #VALUE! #VALUE! #VALUE! #REF! #REF! #VALUE!Acf #DIV/0! #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Sección13 13 13 13 13 13 13 1320 20 20 20 20 20 20 20

Ac 260 260 260 260 260 260 260 260An 144 144 144 144 144 144 144 144

As min 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30Av 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

S1 6.37 6.37 6.37 6.37 6.37 6.37 6.37 6.37S2 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82S3 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00S4 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00

Zona c 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00

SOLERASMURO X1 MURO X2 MURO X3 MURO X4

Ts #DIV/0! #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!As #DIV/0! #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

As usar 2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.844 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"

Estribos minimos: φ 1/4"; [email protected], [email protected], [email protected]

MURO Y1 Y2 Y3 Y4Columna Extrema Interna Interna Interna Interna Extrema Extrema Extrema

Pg #REF! #REF! #REF!VmMu #VALUE! #VALUE! #VALUE! #VALUE!L 3.70 2.50 3.72 2.66

Lm 3.70 2.50 3.72 2.66Nc 2.00 2.00 2.00 2.00M #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!F #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!Pc #VALUE! #VALUE! #REF! #REF! #REF! #REF! #REF! #REF!T #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!C #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #REF! #REF! #REF!Vc #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!As #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

As usar #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

9@5 9@5 9@5 9@5 9@5 9@5 9@5 9@5

mailto:9@5

mailto:9@5

mailto:9@5

mailto:9@5

mailto:9@5

mailto:9@5

mailto:9@5

mailto:9@5

6 φ 3/8" 4 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 4 φ 1/2"

6.50 4.26 2.84 4.26 4.26 6.50 4.26 5.08δ 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80

An #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #REF! #REF! #REF!Acf #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Sección13 13 13 13 13 13 13 1325 20 20 20 20 25 20 20

Ac 325 260 260 260 260 325 260 260An 189 144 144 144 144 189 144 144

As min 1.63 1.30 1.30 1.30 1.30 1.63 1.30 1.30Av-8mm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

S1 7.13 6.37 6.37 6.37 6.37 7.13 6.37 6.37S2 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82S3 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00S4 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00

Zona c 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00Estr.min Estr.min

SOLERASMURO Y1 MURO Y2 MURO Y3 MURO Y4

Ts #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!As #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

As usar 2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.844 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"


CONTROL DE FISURACIÓN

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

1@5 9@5 9@5 1@5 9@5 9@[email protected] [email protected]

mailto:1@5

mailto:9@5

mailto:9@5

mailto:1@5

mailto:9@5

mailto:9@5

mailto:[email protected]


SEGUNDO PISO


X1Izquierda #REF! #DIV/0! #DIV/0! 1.95 #DIV/0! #DIV/0! #DIV/0!Derecha #REF! 1.95 #VALUE! #VALUE!














MURO





#DIV/0! #DIV/0!

Como en el muro X9 se agritara ante sismo moderado el muro sera de concreto armado

17.57 tn > tn

DISEÑO DE MUROS NO AGRIETADOS: SEGUNDO PISO

μ= 1

MURO X1 X2 X3 X4Columna Extrema Extrema Extrema Extrema Interna Extrema Extrema Interna

Pg #REF! #REF! #REF! #REF!Vm #DIV/0!Vu #DIV/0! #VALUE! #VALUE! #VALUE!Mu #DIV/0! #VALUE! #VALUE! #VALUE!L 1.95 1.90 2.25 1.40

Lm 1.95 1.90 2.25 1.40Nc 2.00 2.00 2.00 2.00F #DIV/0!Pc #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!

∑�_ 1=)(� ∑�_ 1=)(�

� =0.53∗√ ^′ ) ∗0.8 =_�=�_� (� � ∗� ∗�

T #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!C #REF! #REF! #REF! #REF! #VALUE! #REF! #REF! #VALUE!As #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

As usar #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 4 φ 3/8" 6 φ 3/8" 6 φ 3/8" 4 φ 3/8"

As colo 4.26 4.26 4.26 4.26 2.84 4.26 4.26 2.84δ 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80

An #REF! #REF! #REF! #REF! #VALUE! #REF! #REF! #VALUE!

Sección13 13 13 13 13 13 13 1320 20 20 20 20 20 20 20

Ac 260 260 260 260 260 260 260 260An 144 144 144 144 144 144 144 144

As min 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30



As usar 2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.844 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"



Pg #REF! #REF! #REF!VmVu #VALUE! #VALUE! #VALUE! #VALUE!Mu #VALUE! #VALUE! #VALUE! #VALUE!L 5.75 5.35 1.25 2.30

Lm 5.75 5.35 1.25 2.30

Nc 2.00 2.00 2.00 2.00F #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!Pc #VALUE! #VALUE! #REF! #REF! #REF! #REF! #REF! #REF!T #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!C #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #REF! #REF! #REF!As #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

As usar #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 6 φ 3/8" 6 φ 3/8"

As colo 6.50 2.84 2.84 2.84 2.84 6.50 4.26 4.26δ 1.00 0.80 0.80 0.80 0.80 0.80 0.80 0.80

An #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #REF! #REF! #REF!

Sección13 13 13 13 13 13 13 1325 20 20 20 20 20 20 20

Ac 325 260 260 260 260 260 260 260An 189 144 144 144 144 144 144 144

As min 1.63 1.30 1.30 1.30 1.30 1.30 1.30 1.30



As usar 2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.844 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"


TERCER PISO


X1Izquierda #REF! #DIV/0! #DIV/0! 1.95 #DIV/0! #DIV/0! #DIV/0!

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

MURO

X1Derecha #REF! 1.95 #VALUE! #VALUE!


















#DIV/0! #DIV/0!

Como en el muro X9 se agritara ante sismo moderado el muro sera de concreto armado

17.57 tn > tn

DISEÑO DE MUROS NO AGRIETADOS: TERCER PISO

μ= 1

MURO X1 X2 X3 X4Columna Extrema Extrema Extrema Extrema Interna Extrema Extrema Interna

Pg #REF! #REF! #REF! #REF!Vm #DIV/0!Vu #DIV/0! #VALUE! #VALUE! #VALUE!Mu #DIV/0! #VALUE! #VALUE! #VALUE!L 1.95 1.90 2.25 1.40

Lm 1.95 1.90 2.25 1.40Nc 2.00 2.00 2.00 2.00F #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!Pc #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!T #DIV/0! #DIV/0! #DIV/0! #DIV/0! #VALUE! #DIV/0! #DIV/0! #VALUE!C #REF! #REF! #REF! #REF! #VALUE! #REF! #REF! #VALUE!As #DIV/0! #DIV/0! #DIV/0! #DIV/0! #VALUE! #DIV/0! #DIV/0! #VALUE!

As usar #DIV/0! #DIV/0! #DIV/0! #DIV/0! #VALUE! #DIV/0! #DIV/0! #VALUE!6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8"

As colo 4.26 4.26 4.26 4.26 4.26 4.26 4.26 4.26

∑�_ 1=)(� ∑�_ 1=)(�

� =0.53∗√ ^′ ) ∗0.8 =_�=�_� (� � ∗� ∗�

δ 1.00 0.80 0.80 0.80 0.80 0.80 0.80 0.80An #REF! #REF! #REF! #REF! #VALUE! #REF! #REF! #VALUE!

Sección13 13 13 13 13 13 13 1320 20 20 20 20 20 20 20

Ac 260 260 260 260 260 260 260 260An 144 144 144 144 144 144 144 144

As min 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30



As usar 2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.844 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"



Pg #REF! #REF! #REF!VmVu #VALUE! #VALUE! #VALUE! #VALUE!Mu #VALUE! #VALUE! #VALUE! #VALUE!L 5.75 5.35 1.25 2.30

Lm 5.75 5.35 1.25 2.30Nc 2.00 2.00 2.00 2.00F #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!Pc #VALUE! #VALUE! #REF! #REF! #REF! #REF! #REF! #REF!T #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!C #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #REF! #REF! #REF!As #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

As usar #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8"

As colo 4.26 4.26 4.26 4.26 4.26 4.26 4.26 4.26δ 1.00 0.80 0.80 0.80 0.80 0.80 0.80 0.80

An #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #REF! #REF! #REF!

Sección13 13 13 13 13 13 13 1320 20 20 20 20 20 20 20

Ac 260 260 260 260 260 260 260 260An 144 144 144 144 144 144 144 144

As min 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30



As usar 2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.844 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"


� =0.20_� 〖〖′〖〗〖〖〖〖〖〖〖〖〖〖 [1−(ℎ/(35 ))^2 ]_� � ≤0.15〖∆′〗 _�

0.55*Vm Control Vu (ton)tn de fisur. tn tn-m

#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Mu (ton.m) Ante sismo

severo el muro…

� 1 1 )_�=�_� (�_� /�_� � 1 1 )_�=�_� (�_� /�_�

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

#DIV/0!

X5 X6 X7 X8Interna Extrema Extrema Interna Extrema Extrema Extrema Extrema

#REF! #REF! #REF! #REF!

#VALUE! #VALUE! #VALUE! #VALUE!3.55 3.30 2.10 2.203.55 3.30 2.10 2.202.00 2.00 2.00 2.00

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

#REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #REF! #REF! #VALUE! #REF! #REF! #REF! #REF!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

4 φ 3/8"

2.84 6.50 6.50 2.84 4.26 4.26 4.26 4.260.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80

#VALUE! #REF! #REF! #VALUE! #REF! #REF! #REF! #REF!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

13 13 13 13 13 13 13 1320 25 25 20 20 20 20 20260 325 325 260 260 260 260 260144 189 189 144 144 144 144 1441.30 1.63 1.63 1.30 1.30 1.30 1.30 1.301.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

4 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8"

6.37 7.13 7.13 6.37 6.37 6.37 6.37 6.3712.82 12.82 12.82 12.82 12.82 12.82 12.82 12.825.00 5.00 5.00 5.00 5.00 5.00 5.00 5.0010.00 10.00 10.00 10.00 10.00 10.00 10.00 10.0045.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00

MURO X5 MURO X6 MURO X7 MURO X8


2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.844 φ 3/8" 4 φ 3/8" 4 φ 3/8"

Y5 Y6 Y7 Y8 Y9Externa Extrema Externa Extrema Extrema Extrema Extrema Interna Interna Extrema

#REF! #REF! #REF! #REF! #REF!

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!2.64 2.72 2.72 3.33 3.872.64 2.72 2.72 3.33 3.872.00 2.00 2.00 2.00 2.00

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

#REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

#REF! #REF! #REF! #REF! #REF! #REF! #REF! #VALUE! #VALUE! #REF!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

9@5 1@5 1@5 9@5 9@5 9@5 9@5 9@[email protected] [email protected]

4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"

mailto:9@5

mailto:1@5

mailto:1@5

mailto:9@5

mailto:9@5

mailto:9@5

mailto:9@5

mailto:9@5



6 φ 3/8" 6 φ 3/8"

4.26 4.26 6.50 6.50 6.50 6.50 6.50 2.84 2.84 6.500.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80

#REF! #REF! #REF! #REF! #REF! #REF! #REF! #VALUE! #VALUE! #REF!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

13 13 13 13 13 13 13 13 13 1320 20 20 20 20 20 25 20 20 30260 260 260 260 260 260 325 260 260 390144 144 144 144 144 144 189 144 144 2341.30 1.30 1.30 1.30 1.30 1.30 1.63 1.30 1.30 1.951.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.006.37 6.37 6.37 6.37 6.37 6.37 7.13 6.37 6.37 7.6912.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.825.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.0010.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.0045.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00

MURO Y5 MURO Y6 MURO Y7 MURO Y8 MURO Y9


2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.84 3.84 4.844 φ 3/8" 4 φ 3/8" 4 φ 3/8"

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

4 φ 3/8" 4 φ 3/8"4 φ 1/2"2 φ3/8"

9@5 1@5 1@5 9@5 9@5 9@5 1@5 9@5 9@5 1@[email protected] [email protected] [email protected] [email protected]

4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"

mailto:9@5

mailto:1@5

mailto:1@5

mailto:9@5

mailto:9@5

mailto:9@5

mailto:1@5

mailto:9@5

mailto:9@5

mailto:1@5






#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!


severo el muro…

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

#DIV/0!


#REF! #REF! #REF! #REF!202.00 204.00

#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!

1.40 2.25 1.95 1.901.40 2.25 1.95 1.902.00 2.00 2.00 2.00

#REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #REF! #REF! #VALUE! #REF! #REF! #REF! #REF!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!4 φ 3/8" 4 φ 3/8" 4 φ 3/8"

2.84 2.84 2.84 2.84 4.26 4.26 4.26 4.260.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80

#VALUE! #REF! #REF! #VALUE! #REF! #REF! #REF! #REF!13 13 13 13 13 13 13 1320 20 20 20 20 20 20 20260 260 260 260 260 260 260 260144 144 144 144 144 144 144 1441.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30



2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.844 φ 3/8" 4 φ 3/8" 4 φ 3/8"



#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

5.75 4.50 2.85 3.40 4.705.75 4.50 2.85 3.40 4.70

4 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8"

4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"

2.00 2.00 2.00 2.00 2.00#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

#REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

#REF! #REF! #REF! #REF! #REF! #REF! #REF! #VALUE! #VALUE! #REF!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

6 φ 3/8" 6 φ 3/8" 4 φ 3/8"

4.26 6.50 2.84 2.84 4.26 4.26 6.50 2.84 2.84 6.500.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80

#REF! #REF! #REF! #REF! #REF! #REF! #REF! #VALUE! #VALUE! #REF!13 13 13 13 13 13 13 13 13 1320 20 20 20 20 20 20 20 20 20260 260 260 260 260 260 260 260 260 260144 144 144 144 144 144 144 144 144 1441.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30



2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.844 φ 3/8" 4 φ 3/8" 4 φ 3/8"


#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

4 φ 3/8" 6 φ 3/8" 6 φ 3/8"4 φ 1/2"2 φ3/8"

4 φ 3/8" 4 φ 3/8"4 φ 1/2"2 φ3/8"

4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"


severo el muro…

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

#DIV/0!


#REF! #REF! #REF! #REF!202.00 204.00

#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!

1.40 2.25 1.95 1.901.40 2.25 1.95 1.902.00 2.00 2.00 2.00

#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!

#VALUE! #DIV/0! #DIV/0! #VALUE! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#VALUE! #REF! #REF! #VALUE! #REF! #REF! #REF! #REF!#VALUE! #DIV/0! #DIV/0! #VALUE! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#VALUE! #DIV/0! #DIV/0! #VALUE! #DIV/0! #DIV/0! #DIV/0! #DIV/0!6 φ 3/8" 6 φ 3/8" 6 φ 3/8"

4.26 4.26 4.26 4.26 4.26 4.26 4.26 4.266 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8"

0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80#VALUE! #REF! #REF! #VALUE! #REF! #REF! #REF! #REF!

13 13 13 13 13 13 13 1320 20 20 20 20 20 20 20260 260 260 260 260 260 260 260144 144 144 144 144 144 144 1441.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30



2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.844 φ 3/8" 4 φ 3/8" 4 φ 3/8"



#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

5.75 4.50 2.85 3.40 4.705.75 4.50 2.85 3.40 4.702.00 2.00 2.00 2.00 2.00

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#REF! #REF! #REF! #REF! #REF! #REF! #REF! #VALUE! #VALUE! #REF!

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!6 φ 3/8" 6 φ 3/8" 4 φ 3/8"

4.26 4.26 2.84 2.84 4.26 4.26 4.26 4.26 4.26 4.260.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80

#REF! #REF! #REF! #REF! #REF! #REF! #REF! #VALUE! #VALUE! #REF!13 13 13 13 13 13 13 13 13 1320 20 20 20 20 20 20 20 20 20260 260 260 260 260 260 260 260 260 260144 144 144 144 144 144 144 144 144 1441.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30



2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.844 φ 3/8" 4 φ 3/8" 4 φ 3/8"

4 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8"

4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"

C1C2C3C4C5

MURO X1 X2 X3#REF! #REF! #REF! #REF! #REF! #REF! #REF!

Extrema Extrema Extrema Extrema Interna Extrema

As colo6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 4 φ 3/8" 6 φ 3/8"

4.26 4.26 4.26 4.26 2.84 4.26

Sección13 13 13 13 13 1320 20 20 20 20 20

As colo6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 4 φ 3/8" 6 φ 3/8"

4.26 4.26 4.26 4.26 2.84 4.26

Sección13 13 13 13 13 1320 20 20 20 20 20

As colo6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8"

4.26 4.26 4.26 4.26 4.26 4.26

Sección13 13 13 13 13 1320 20 20 20 20 20

Y1 Y2 Y3#REF! #REF! #REF! #REF! #REF! #REF!

Extrema Interna Interna Interna Interna Extrema

0.006 φ 3/8" 4 φ 3/8" 6 φ 3/8" 6 φ 3/8"

6.50 4.26 2.84 4.26 4.26 6.5013 13 13 13 13 1325 20 20 20 20 25

4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8"6.50 2.84 2.84 2.84 2.84 6.5013 13 13 13 13 1325 20 20 20 20 20

6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8"4.26 4.26 4.26 4.26 4.26 4.2613 13 13 13 13 1320 20 20 20 20 20

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

X4 X5 X6 X7#REF! #REF! #REF! #REF! #REF! #REF! #REF!

Extrema Interna Interna Extrema Extrema Interna Extrema6 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 6 φ 3/8"

4.26 2.84 2.84 6.50 6.50 2.84 4.2613 13 13 13 13 13 1320 20 20 25 25 20 20

6 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 4 φ 3/8" 6 φ 3/8"4.26 2.84 2.84 2.84 2.84 2.84 4.2613 13 13 13 13 13 1320 20 20 20 20 20 20

6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8"4.26 4.26 4.26 4.26 4.26 4.26 4.26

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

13 13 13 13 13 13 1320 20 20 20 20 20 20

Y4 Y5 Y6 Y7#REF! #REF! #REF! #REF! #REF! #REF! #REF!

Extrema Extrema Externa Extrema Externa Extrema Extrema6 φ 3/8" 4 φ 1/2" 6 φ 3/8" 6 φ 3/8"

4.26 5.08 4.26 4.26 6.50 6.50 6.5013 13 13 13 13 13 1320 20 20 20 20 20 20

6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 4 φ 3/8" 4 φ 3/8" 6 φ 3/8"4.26 4.26 4.26 6.50 2.84 2.84 4.2613 13 13 13 13 13 1320 20 20 20 20 20 20

6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 4 φ 3/8" 4 φ 3/8" 6 φ 3/8"4.26 4.26 4.26 4.26 2.84 2.84 4.2613 13 13 13 13 13 1320 20 20 20 20 20 20

C1C2C3C4C5

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

X7 X8#REF! #REF! #REF!

Extrema Extrema Extrema6 φ 3/8" 6 φ 3/8" 6 φ 3/8"

4.26 4.26 4.2613 13 1320 20 20

6 φ 3/8" 6 φ 3/8" 6 φ 3/8"4.26 4.26 4.2613 13 1320 20 20

6 φ 3/8" 6 φ 3/8" 6 φ 3/8"4.26 4.26 4.26

13 13 1320 20 20

Y7 Y8 Y9#REF! #REF! #REF! #REF! #REF!

Extrema Extrema Interna Interna Extrema4 φ 3/8" 4 φ 3/8"

6.50 6.50 2.84 2.84 6.5013 13 13 13 1320 25 20 20 30

6 φ 3/8" 4 φ 3/8" 4 φ 3/8"4.26 6.50 2.84 2.84 6.5013 13 13 13 1320 20 20 20 20

6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8" 6 φ 3/8"4.26 4.26 4.26 4.26 4.2613 13 13 13.00 13.0020 20 20 20.00 20.00

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

4 φ 1/2"2 φ3/8"

DISEÑO DE ALFÉIZERES

Capacidad resistente de los arriostres

Asumiendo una sección de:b= 10 cmt= 13 cmr= 3 cmd= 10 cmAs= 0.71 cm2 para 8mm∅T=As*fyC=0.85*f'c*b*a

Igualando la traccion (T) a la compresión (C), tenemos

a = (As*fy)/(0.85*f'c*b) = 1.67 cm

El momento flector resistente será:

24596.24 kg-cm

La resistencia al corte del concreto se obtiene con la siguente formula:

652.84 kg

Diseño de alfeizer h= 90 cm

CargasAlbañileria c/tarrajeo: 0.027 kg/cm2Conreto armado c/tarrajeo: 0.035 kg/cm2

0.0164 kg/cm2

CI= 3

EL momento sismico será:

17.43 kg.cm/cm

��=∅ /2), ∅=0.90�(�−� ��

��=

Vc=∅0.53√ ^′ ) , ∅=0.85(� � ��

Vc=

�=0.80 ∗(∗�∗�∗�� )=��

( )=��

( )=��

�� ^2==�∗�∗�

Donde:a:Longitud de borde libre sin tomar en cuenta los arriostres 100b:longitud de borde arriostrado, altura del alfeizer 90b/a 0.9m: Se obtiene de la tabla N°12 de la Norma E-070) 0.106

Diseño del arriostre

50 50

4090

50

10 100 10

wu1= 1.028 kg/cmwu2= 0.264 kg/cm

El momento ultimo, Mu= 4802.45 kg.cm < Mr; …Bien

La cortante ultima, Vu= 1135.99 kg < Vc; …Mal

cmcm

TABLA N°1ZONA SISMICA Z

1 0.152 0.253 0.354 0.4

TABLA N°2

TABLA N°3

TABLA N° 4Periodos Tp y TLS0 S1 S2 S3

Tp 0.30 0.40 0.60 1.00TL 3.00 2.50 2.00 1.60

TABLA N° 5CATEGORIA EDIFICIO FACTOR U

A 1.5 Edificaciones Esenciales

B 1.3 Edificaciones Importante

C 1.0 Edificaciones Comunes

D 1 Edificaciones Menores

(*) En estas edificaciones, a criterio del proyectista, se podrá omi

pero deberá proveerse de la resistencia y rigidez adecuadas para

Mamposteria y/o muros de corte 60Pórticos, cajas de ascensores y escaleras 45Unicamente pórticos 35

TABLA N° 7Sistema estructural

Acero/Porticos especiales resistentes a momentos 8Acero/Pórticos intermedios resistentes a momentos 7Acero/Pórticos ordinarios resistentes a momentos 6Acero/Pórticos especiales concéntricamente arriostrados 8Acero/Pórticos ordinarios concéntricamente arriostrados 6Acero/Pórticos excéntricamente arriostrados 8Concreto Armado/Pórticos 8Concreto Armado/Dual 7Concreto Armado/ De muros estructurales 6Concreto Armado/Muros de Ductilidad Limitada 4Albañileria Armada o Confinada 3Madera (Por Esfuerzos Admisibles) 7

diametro Area6 0.28

1/4´´ 0.328 0.5

3/8´´ 0.7112 1.13

1/2´´ 1.27 3/4´´ 2.85 5/8´´ 1.98

1´´ 5.071 1/2´´ 11.401 1/4´´ 7.921 3/8´´ 9.58

R0

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ALBAÑILERIA tesis