albañileria yarleque

DENSIDAD DE MUROS

SABEMOS:zona z Categoria U

3 0.4 E. Escenciales 1.52 0.3 E.Especiales 1.31 0.15 E. Comunes 1

Tipo Descripcion Tp (s) SS1 Rigido 0.4 1S2 Intermedio 0.6 1.2S3 Flexible 0.9 1.4S4 Cond. Exep. - -

PARA LOS PISOS 1°,2°, 3º y 4º

EN X-X Z= 0.3 AreaU= 1 300.3047S= 1.2N= 5

MURO APAREJO ESPESOR LARGO

X1 Soga 0.13 4.80 1 0.62X2 Soga 0.13 4.46 1 0.58X3 Soga 0.13 4.51 1 0.59X4 Soga 0.13 4.91 1 0.64X5 Soga 0.13 2.72 1 0.35X6 Soga 0.13 2.95 1 0.38X7 Soga 0.13 3.14 1 0.41X8 Soga 0.13 4.46 1 0.58X9 Soga 0.13 2.86 1 0.37

X10 Soga 0.13 3.14 1 0.41X11 Soga 0.13 1.92 1 0.25X12 Soga 0.13 1.72 1 0.22X13 Soga 0.13 3.62 1 0.47X14 Soga 0.13 3.01 1 0.39X15 Soga 0.13 3.81 1 0.50X16 Soga 0.13 1.28 1 0.17X17 Soga 0.13 3.37 1 0.44X18 Soga 0.13 4.47 1 0.58X19 Soga 0.13 4.51 1 0.59X20 Soga 0.13 4.81 1 0.63X21 Soga 0.13 2.72 1 0.35X22 Soga 0.13 2.92 1 0.38

Sumatoria 0.0329Enronces: = 0.03214286

MUROS IGUALES

AREA DE MUROS

(𝑍∗𝑈∗𝑆∗𝑁)/56

SE CUMPLE

EN Y-Y Z= 0.3 AreaU= 1 300.3047S= 1.2N= 5

MURO APAREJO ESPESOR LARGO

Y1 Soga 0.13 3.68 1 0.48Y2 Soga 0.13 4.08 1 0.53Y3 Soga 0.13 3.94 1 0.51Y4 Soga 0.13 3.54 1 0.46Y5 Soga 0.13 2.07 1 0.27Y6 Soga 0.13 3.79 1 0.49Y7 Soga 0.13 4.96 1 0.64Y8 Soga 0.13 5.24 1 0.68Y9 Soga 0.13 4.96 1 0.64

Y10 Soga 0.13 5.24 1 0.68Y11 Soga 0.13 4.47 1 0.58Y12 Soga 0.13 4.78 1 0.62Y13 Soga 0.13 5.12 1 0.67Y14 Soga 0.13 3.75 1 0.49Y15 Soga 0.13 3.89 1 0.51Y16 Soga 0.13 4.93 1 0.64Y17 Soga 0.13 2.09 1 0.27Y18 Soga 0.13 3.94 1 0.51

Sumatoria 0.0322Enronces: = 0.0321

SE CUMPLE

MUROS IGUALES

AREA DE MUROS

PROPIEDADES DE LOS MATERIALES

Concreto:Resistencia a la Compresión: f’c = 210 kg/cm2Deformación Unitaria Máxima: εcu = 0.003Módulo de Elasticidad: Ec = 15,000√f’c Ec = 217371 kg/cm2Módulo de Poisson: v = 0.15Módulo de Corte: G = Ec/2.3 G = 94500Esfuerzo de Fluencia: fy = 4200 kg/cm2Deformación Unitaria Máxima: εs = 0.0021Módulo de Elasticidad: Es = 2000000 kg/cm2

Resistencia a Compresión Axial de las Unidades: f’b = 145 kg/cm2Resistencia a Compresión Axial en Pilas: f’m = 65 kg/cm2Resistencia al Corte en Muretes : v’m = 8.1 kg/cm2Módulo de Elasticidad: Em = 500f’m Em = 32500 kg/cm2Módulo de Corte: Gm = 0.4Em Gm = 13000 kg/cm2

Concreto : f"c = 175 Kg/cm2Acero : fy = 4200 Kg/cm2Albañileria : Pilas: 650 tn/cm2 Muretes:

8.1 Kg/cm2 Und: 145 Kg/cm2

Ladrillo : King Kong Industrial

CARGAS MUERTAS Y VIVAS.

Concreto Armado : g = 2400 Kg/cm3Losa Aligerado : e = 17 Cm. 280 Kg/cm2Acabado : 100 Kg/cm2*Muros de Albañileria : 1900 Kg/cm3Sobre Carga de Azotea : 100 Kg/cm2Sobre Carga de Oficina : 250 Kg/cm2Sobre Carga de Hall : 350 Kg/cm2Sobre Carga de Cocina : 400 Kg/cm2Sobre Carga de Tienda : 500 Kg/cm2Sobre Carga de Estudio : 250 Kg/cm2Sobre Carga de SS-HH : 200 Kg/cm2Sobre Carga de Escalera : 400 Kg/cm2*( Para Considerar el peso del Tarrajeo )

VIGA SOLERA EN XX 0.15 X 0.35VIGA SOLERA EN YY 0.25 X 0.35

ESFUERZO AXIAL EN LA DIRECCION ( Y,Y ) DEL 1° NIVEL

ESFUERZO AXIAL MAXIMO :

MURO L (m) Espesor Area de Muro. H (m). Area Tribut. P.Esp. Peso Muro. Peso Losa. Peso Acabado. Peso Solera. Sobrecarga.

Y1 3.68 0.13 0.48 2.50 7.64 1.90 2.27 2.14 0.76 0.77 0.35

Y2 4.08 0.13 0.53 2.50 8.672 1.90 2.52 2.43 0.87 0.86 0.35

Y3 3.94 0.13 0.51 2.50 8.0213 1.90 2.43 2.25 0.80 0.83 0.35

Y4 3.54 0.13 0.46 2.50 17.6189 1.90 2.19 4.93 1.76 0.74 0.40

Y5 2.07 0.13 0.27 2.50 10.3682 1.90 1.28 2.90 1.04 0.43 0.35

Y6 3.79 0.13 0.49 2.50 17.8377 1.90 2.34 4.99 1.78 0.80 0.35

Y7 4.96 0.13 0.64 2.50 20.503 1.90 3.06 5.74 2.05 1.04 0.40

Y8 5.24 0.13 0.68 2.50 24.3611 1.90 3.24 6.82 2.44 1.10 0.35

Y9 4.96 0.13 0.64 2.50 21.5775 1.90 3.06 6.04 2.16 1.04 0.35

Y10 5.24 0.13 0.68 2.50 22.0715 1.90 3.24 6.18 2.21 1.10 0.35

Y11 4.47 0.13 0.58 2.50 21.0337 1.90 2.76 5.89 2.10 0.94 0.35

Y12 4.78 0.13 0.62 2.50 16.0398 1.90 2.95 4.49 1.60 1.00 0.35

Y13 5.12 0.13 0.67 2.50 20.1337 1.90 3.16 5.64 2.01 1.08 0.35

Y14 3.75 0.13 0.49 2.50 16.3117 1.90 2.32 4.57 1.63 0.79 0.35

Y15 3.89 0.13 0.51 2.50 16.9585 1.90 2.40 4.75 1.70 0.82 0.20

Y16 4.93 0.13 0.64 2.50 10.478 1.90 3.04 2.93 1.05 1.04 0.35

Y17 2.09 0.13 0.27 2.50 5.265 1.90 1.29 1.47 0.53 0.44 0.35

Y18 3.94 0.13 0.51 2.50 8.5023 1.90 2.43 2.38 0.85 0.83 0.35

43.71 76.55 27.34 15.64 5.90

MURO PISO TIPICO AZOTEA PISO TIPICO SERVICIO AZOTEA Piso TOTAL MURO

P. VIVA (Ton.)P. VIVA (Ton.) P.D(ton.) P.L(ton.) P.D + P.L P.D(ton.) P.L(ton.)Y1 2.67 0.76 5.95 2.67 8.62 5.95 0.76 6.71 1 1 15.33

Y2 3.04 0.87 6.67 3.04 9.71 6.67 0.87 7.54 1 1 17.25

Y3 2.81 0.80 6.31 2.81 9.12 6.31 0.80 7.11 1 1 16.23

Y4 7.05 1.76 9.62 7.05 16.67 9.62 1.76 11.39 1 1 28.06

Y5 3.63 1.04 5.65 3.63 9.28 5.65 1.04 6.69 1 1 15.97

Y6 6.24 1.78 9.91 6.24 16.16 9.91 1.78 11.70 1 1 27.86

Y7 8.20 2.05 11.90 8.20 20.10 11.90 2.05 13.95 1 1 34.04

Y8 8.53 2.44 13.59 8.53 22.12 13.59 2.44 16.03 1 1 38.15

Y9 7.55 2.16 12.30 7.55 19.86 12.30 2.16 14.46 1 1 34.32

Y10 7.73 2.21 12.72 7.73 20.45 12.72 2.21 14.93 1 1 35.38

Y11 7.36 2.10 11.69 7.36 19.05 11.69 2.10 13.80 1 1 32.85

Y12 5.61 1.60 10.05 5.61 15.66 10.05 1.60 11.65 1 1 27.32

Y13 7.05 2.01 11.89 7.05 18.93 11.89 2.01 13.90 1 1 32.84

Y14 5.71 1.63 9.30 5.71 15.01 9.30 1.63 10.93 1 1 25.94

Y15 3.39 1.70 9.66 3.39 13.05 9.66 1.70 11.36 1 1 24.41

Y16 3.67 1.05 8.06 3.67 11.73 8.06 1.05 9.11 1 1 20.84

Y17 1.84 0.53 3.73 1.84 5.57 3.73 0.53 4.26 1 1 9.83

Y18 2.98 0.85 6.49 2.98 9.47 6.49 0.85 7.34 1 1 16.81

0.15*f'm

Muro. σ(Ton/m2)(Ton/m2) (Ton/m2) Cumple.Y1 32.05 90.75 97.5 CONFORMEY2 32.51 90.75 97.5 CONFORMEY3 31.68 90.75 97.5 CONFORMEY4 60.97 90.75 97.5 CONFORMEY5 59.35 90.75 97.5 CONFORMEY6 56.54 90.75 97.5 CONFORMEY7 52.80 90.75 97.5 CONFORMEY8 56.00 90.75 97.5 CONFORMEY9 53.22 90.75 97.5 CONFORME

Y10 51.94 90.75 97.5 CONFORMEY11 56.53 90.75 97.5 CONFORMEY12 43.96 90.75 97.5 CONFORMEY13 49.33 90.75 97.5 CONFORMEY14 53.22 90.75 97.5 CONFORMEY15 48.28 90.75 97.5 CONFORMEY16 32.51 90.75 97.5 CONFORMEY17 36.18 90.75 97.5 CONFORMEY18 32.82 90.75 97.5 CONFORME

ESFUERZO AXIAL EN LA DIRECCION ( X,X ) DEL 1° NIVEL

ESFUERZO AXIAL MAXIMO :

MURO L (m) Espesor Area de Muro. H (m). Area Tribut. P.Esp. Peso Muro. Peso Losa. Peso Acabado. Peso Solera. Sobrecarga.

X1 4.80 0.13 0.62 2.50 11.30 1.90 2.96 3.16 1.13 1.01 0.35

X2 4.46 0.13 0.58 2.50 10.8977 1.90 2.75 3.05 1.09 0.94 0.40

X3 4.51 0.13 0.59 2.50 11.9497 1.90 2.78 3.35 1.19 0.95 0.35

X4 4.91 0.13 0.64 2.50 11.617 1.90 3.03 3.25 1.16 1.03 0.35

X5 2.72 0.13 0.35 2.50 7.4449 1.90 1.68 2.08 0.74 0.57 0.35

X6 2.95 0.13 0.38 2.50 7.5052 1.90 1.82 2.10 0.75 0.62 0.35

X7 3.14 0.13 0.41 2.50 23.1239 1.90 1.94 6.47 2.31 0.66 0.20

X8 4.46 0.13 0.58 2.50 22.9234 1.90 2.75 6.42 2.29 0.94 0.35

X9 2.86 0.13 0.37 2.50 18.7037 1.90 1.77 5.24 1.87 0.60 0.35

X10 3.14 0.13 0.41 2.50 20.312 1.90 1.94 5.69 2.03 0.66 0.35

X11 1.92 0.13 0.25 2.50 12.4583 1.90 1.19 3.49 1.25 0.40 0.20

X12 1.72 0.13 0.22 2.50 16.4056 1.90 1.06 4.59 1.64 0.36 0.35

SERVICIO P.D + P.L

Esfuerzo de Compresión

0.2*f'm*(1-(h/

35e)^2)Esfuerzo Máximo σmáx.

X13 3.62 0.13 0.47 2.50 19.393 1.90 2.24 5.43 1.94 0.76 0.35

X14 3.01 0.13 0.39 2.50 18.0807 1.90 1.86 5.06 1.81 0.63 0.35

X15 3.81 0.13 0.50 2.50 24.1946 1.90 2.35 6.77 2.42 0.80 0.40

X16 1.28 0.13 0.17 2.50 2.7446 1.90 0.79 0.77 0.27 0.27 0.40

X17 3.37 0.13 0.44 2.50 8.4375 1.90 2.08 2.36 0.84 0.71 0.35

X18 4.47 0.13 0.58 2.50 9.5457 1.90 2.76 2.67 0.95 0.94 0.35

X19 4.51 0.13 0.59 2.50 11.4239 1.90 2.78 3.20 1.14 0.95 0.35

X20 4.81 0.13 0.63 2.50 11.2126 1.90 2.97 3.14 1.12 1.01 0.35

X21 2.72 0.13 0.35 2.50 7.3883 1.90 1.68 2.07 0.74 0.57 0.35

X22 2.92 0.13 0.38 2.50 7.5127 1.90 1.80 2.10 0.75 0.61 0.40

44.03 82.48 29.46 15.98 7.25

MURO PISO TIPICO AZOTEA PISO TIPICO SERVICIO AZOTEA Piso TOTAL MURO

P. VIVA (Ton.)P. VIVA (Ton.) P.D(ton.) P.L(ton.) P.D + P.L P.D(ton.) P.L(ton.)X1 3.96 1.13 8.27 3.96 12.22 8.27 1.13 9.40 1 1 21.62

X2 4.36 1.09 7.83 4.36 12.19 7.83 1.09 8.92 1 1 21.11

X3 4.18 1.19 8.27 4.18 12.46 8.27 1.19 9.47 1 1 21.92

X4 4.07 1.16 8.48 4.07 12.54 8.48 1.16 9.64 1 1 22.18

X5 2.61 0.74 5.08 2.61 7.69 5.08 0.74 5.82 1 1 13.51

X6 2.63 0.75 5.29 2.63 7.92 5.29 0.75 6.04 1 1 13.96

X7 4.62 2.31 11.39 4.62 16.01 11.39 2.31 13.70 1 1 29.71

X8 8.02 2.29 12.40 8.02 20.42 12.40 2.29 14.69 1 1 35.12

X9 6.55 1.87 9.47 6.55 16.02 9.47 1.87 11.34 1 1 27.36

X10 7.11 2.03 10.32 7.11 17.43 10.32 2.03 12.35 1 1 29.77

X11 2.49 1.25 6.32 2.49 8.81 6.32 1.25 7.57 1 1 16.38

X12 5.74 1.64 7.66 5.74 13.40 7.66 1.64 9.30 1 1 22.70

X13 6.79 1.94 10.36 6.79 17.15 10.36 1.94 12.30 1 1 29.46

X14 6.33 1.81 9.36 6.33 15.69 9.36 1.81 11.17 1 1 26.86

X15 9.68 2.42 12.35 9.68 22.02 12.35 2.42 14.77 1 1 36.79

X16 1.10 0.27 2.10 1.10 3.20 2.10 0.27 2.38 1 1 5.58

X17 2.95 0.84 5.99 2.95 8.95 5.99 0.84 6.84 1 1 15.79

X18 3.34 0.95 7.33 3.34 10.67 7.33 0.95 8.28 1 1 18.95

X19 4.00 1.14 8.07 4.00 12.07 8.07 1.14 9.22 1 1 21.29

X20 3.92 1.12 8.24 3.92 12.17 8.24 1.12 9.36 1 1 21.53

X21 2.59 0.74 5.06 2.59 7.64 5.06 0.74 5.80 1 1 13.44

X22 3.01 0.75 5.27 3.01 8.28 5.27 0.75 6.02 1 1 14.30

0.15*f'm

Muro. σ(Ton/m2)(Ton/m2) (Ton/m2) Cumple.X1 34.65 90.75 97.5 CONFORMEX2 36.41 90.75 97.5 CONFORMEX3 37.39 90.75 97.5 CONFORMEX4 34.75 90.75 97.5 CONFORMEX5 38.21 90.75 97.5 CONFORMEX6 36.41 90.75 97.5 CONFORMEX7 72.78 90.75 97.5 CONFORMEX8 60.57 90.75 97.5 CONFORMEX9 73.60 90.75 97.5 CONFORME

X10 72.94 90.75 97.5 CONFORMEX11 65.64 90.75 97.5 CONFORMEX12 101.51 90.75 97.5 CONFORMEX13 62.59 90.75 97.5 CONFORMEX14 68.64 90.75 97.5 CONFORMEX15 74.28 90.75 97.5 CONFORMEX16 33.51 90.75 97.5 CONFORMEX17 36.03 90.75 97.5 CONFORMEX18 32.61 90.75 97.5 CONFORMEX19 36.31 90.75 97.5 CONFORMEX20 34.43 90.75 97.5 CONFORMEX21 38.01 90.75 97.5 CONFORMEX22 37.67 90.75 97.5 CONFORME

SERVICIO P.D + P.L

Esfuerzo de Compresió

n

0.2*f'm*(1-(h/

35e)^2)

Esfuerzo Máximo σmáx.

METRADOS

NIVEL 1 NIVEL 2

P. Losa 76.55 P. Losa 76.55P. Solera 15.64 P. Solera 15.64P. Acabado 27.34 P. Acabado 27.34P. Muros 43.71 P. Muros 43.71S/C 5.90 S/C 5.90

CM 163.24 CM 163.24CV 5.90 CV 5.90PESO TOTAL 169.14 PESO TOTAL 169.14

NIVEL 3 NIVEL 4

P. Losa 76.55 P. Losa 76.55P. Solera 15.64 P. Solera 15.64P. Acabado 27.34 P. Acabado 27.34P. Muros 43.71 P. Muros 43.71S/C 5.90 S/C 5.90

CM 163.24 CM 163.24CV 5.90 CV 5.90PESO TOTAL 169.14 PESO TOTAL 169.14

Z 0.3 S= 1.2 Periodo fundamental CtU 1.3 Ct= 60 CºAº, muros de corte 60C 9.00 Hn= 10 Pórticos 35S 1.2 A.Trib= 300.3047 Ascensores 45R 6 Nº de Pisos= 4

Tp 0.6 Densidad= 1 tn/m2T 0.17P 676.56

Cortante Basal Vu= 474.95 ton 21.8245591

PISO PESO Pi ALTURA Hi Hi x Pi % Fi Vi4 169.14 10 1691.40 40.00 189.98 474.953 169.14 7.5 1268.55 30.00 142.48 284.972 169.14 5 845.70 20.00 94.99 142.481 169.14 2.5 422.85 10.00 47.49 47.49

4228.51 474.95

CENTRO DE MASA

F´c 210 Kg/cm2fm 85 Kg/cm2

Peso Esp. 1.8 Tn/m3

Módulo de Elasticidad del concreto

Ec 217370.651 Kg/cm2

Módulo de Elasticidad de arcilla

Em 42500.000 Kg/cm2

PARA EL PRIMER PISOEN X-X

Muro L (m) t (m) Espesor h (cm) peso Pi (tn) Xi PiXi

X1 4.80 0.13 2.50 1.8 2.808 2.40 6.739X2 4.46 0.13 2.50 1.8 2.609 2.23 5.818X3 4.51 0.13 2.50 1.8 2.638 2.26 5.949X4 4.91 0.13 2.50 1.8 2.872 2.46 7.052X5 2.72 0.13 2.50 1.8 1.591 1.36 2.164X6 2.95 0.13 2.50 1.8 1.726 1.48 2.545X7 3.14 0.13 2.50 1.8 1.837 1.57 2.884X8 4.46 0.13 2.50 1.8 2.609 2.23 5.818X9 2.86 0.13 2.50 1.8 1.673 1.43 2.393

X10 3.14 0.13 2.50 1.8 1.837 1.57 2.884X11 1.92 0.13 2.50 1.8 1.123 0.96 1.078X12 1.72 0.13 2.50 1.8 1.006 0.86 0.865X13 3.62 0.13 2.50 1.8 2.118 1.81 3.833X14 3.01 0.13 2.50 1.8 1.761 1.51 2.650X15 3.81 0.13 2.50 1.8 2.229 1.91 4.246X16 1.28 0.13 2.50 1.8 0.749 0.64 0.479X17 3.37 0.13 2.50 1.8 1.971 1.69 3.322X18 4.47 0.13 2.50 1.8 2.615 2.24 5.844X19 4.51 #NAME? 2.50 1.8 #NAME? 2.26 #NAME?X20 4.81 #NAME? 2.50 1.8 #NAME? 2.41 #NAME?X21 2.72 #NAME? 2.50 1.8 #NAME? 1.36 #NAME?X22 2.92 #NAME? 2.50 1.8 #NAME? 1.46 #NAME?X23 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X24 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X25 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X26 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X27 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X28 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X29 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X30 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?

peso especifico (tn)

X31 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?∑ Pi Muro = #NAME? m2 ∑ Kx = #NAME?

Xm = #NAME? m

EN Y-Y


Y1 3.68 0.13 2.50 1.8 2.153 1.8 4.0Y2 4.08 0.13 2.50 1.8 2.387 2.0 4.9Y3 3.94 0.13 2.50 1.8 2.305 2.0 4.5Y4 3.54 0.13 2.50 1.8 2.071 1.8 3.7Y5 2.07 0.13 2.50 1.8 1.211 1.0 1.3Y6 3.79 0.13 2.50 1.8 2.217 1.9 4.2Y7 4.96 0.13 2.50 1.8 2.902 2.5 7.2Y8 5.24 0.13 2.50 1.8 3.065 2.6 8.0Y9 4.96 0.13 2.50 1.8 2.902 2.5 7.2

Y10 5.24 0.13 2.50 1.8 3.065 2.6 8.0Y11 4.47 0.13 2.50 1.8 2.615 2.2 5.8Y12 4.78 0.13 2.50 1.8 2.796 2.4 6.7Y13 5.12 0.13 2.50 1.8 2.995 2.6 7.7Y14 3.75 0.13 2.50 1.8 2.194 1.9 4.1Y15 3.89 0.13 2.50 1.8 2.276 1.9 4.4Y16 4.93 0.13 2.50 1.8 2.884 2.5 7.1Y17 2.09 0.13 2.50 1.8 1.223 1.0 1.3Y18 3.94 0.13 2.50 1.8 2.305 2.0 4.5Y19 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y20 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y21 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y22 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y23 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y24 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y25 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y26 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y27 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y28 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y29 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y30 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y31 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?

∑ Pi Muro = #NAME? m2 ∑ Kx = #NAME?

Ym = #NAME? m

PARA EL SEGUNDO PISOEN X-X




X1 4.80 0.13 2.50 1.8 2.808 2.40 6.739X2 4.46 0.13 2.50 1.8 2.609 2.23 5.818X3 4.51 0.13 2.50 1.8 2.638 2.26 5.949X4 4.91 0.13 2.50 1.8 2.872 2.46 7.052X5 2.72 0.13 2.50 1.8 1.591 1.36 2.164X6 2.95 0.13 2.50 1.8 1.726 1.48 2.545X7 3.14 0.13 2.50 1.8 1.837 1.57 2.884X8 4.46 0.13 2.50 1.8 2.609 2.23 5.818X9 2.86 0.13 2.50 1.8 1.673 1.43 2.393

X10 3.14 0.13 2.50 1.8 1.837 1.57 2.884X11 1.92 0.13 2.50 1.8 1.123 0.96 1.078X12 1.72 0.13 2.50 1.8 1.006 0.86 0.865X13 3.62 0.13 2.50 1.8 2.118 1.81 3.833X14 3.01 0.13 2.50 1.8 1.761 1.51 2.650X15 3.81 0.13 2.50 1.8 2.229 1.91 4.246X16 1.28 0.13 2.50 1.8 0.749 0.64 0.479X17 3.37 0.13 2.50 1.8 1.971 1.69 3.322X18 4.47 0.13 2.50 1.8 2.615 2.24 5.844X19 4.51 #NAME? 2.50 1.8 #NAME? 2.26 #NAME?X20 4.81 #NAME? 2.50 1.8 #NAME? 2.41 #NAME?X21 2.72 #NAME? 2.50 1.8 #NAME? 1.36 #NAME?X22 2.92 #NAME? 2.50 1.8 #NAME? 1.46 #NAME?X23 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X24 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X25 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X26 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X27 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X28 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X29 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X30 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X31 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?


Xm = #NAME? m

EN Y-Y


Y1 3.68 0.13 2.50 1.8 2.153 1.8 4.0Y2 4.08 0.13 2.50 1.8 2.387 2.0 4.9Y3 3.94 0.13 2.50 1.8 2.305 2.0 4.5Y4 3.54 0.13 2.50 1.8 2.071 1.8 3.7Y5 2.07 0.13 2.50 1.8 1.211 1.0 1.3Y6 3.79 0.13 2.50 1.8 2.217 1.9 4.2Y7 4.96 0.13 2.50 1.8 2.902 2.5 7.2Y8 5.24 0.13 2.50 1.8 3.065 2.6 8.0Y9 4.96 0.13 2.50 1.8 2.902 2.5 7.2

Y10 5.24 0.13 2.50 1.8 3.065 2.6 8.0


Y11 4.47 0.13 2.50 1.8 2.615 2.2 5.8Y12 4.78 0.13 2.50 1.8 2.796 2.4 6.7Y13 5.12 0.13 2.50 1.8 2.995 2.6 7.7Y14 3.75 0.13 2.50 1.8 2.194 1.9 4.1Y15 3.89 0.13 2.50 1.8 2.276 1.9 4.4Y16 4.93 0.13 2.50 1.8 2.884 2.5 7.1Y17 2.09 0.13 2.50 1.8 1.223 1.0 1.3Y18 3.94 0.13 2.50 1.8 2.305 2.0 4.5Y19 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y20 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y21 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y22 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y23 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y24 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y25 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y26 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y27 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y28 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y29 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y30 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y31 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?


Ym = #NAME? m

PARA EL TERCER PISOEN X-X


X1 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X2 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X3 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X4 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X5 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X6 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X7 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X8 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X9 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?



X19 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X20 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X21 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X22 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X23 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X24 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X25 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X26 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X27 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X28 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X29 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X30 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X31 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?


Xm = #NAME? m

EN Y-Y


Y1 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y2 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y3 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y4 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y5 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y6 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y7 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y8 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y9 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?

Y10 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y11 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y12 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y13 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y14 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y15 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y16 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y17 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y18 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y19 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y20 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y21 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y22 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y23 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y24 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y25 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y26 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?

∑ Pi Muro = #NAME? m2 ∑ Kx= #NAME?


Ym = #NAME? m

PARA EL CUARTO PISOEN X-X



X10 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X11 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X12 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X13 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X14 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X15 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X16 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X17 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X18 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X19 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X20 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X21 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X22 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X23 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X24 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X25 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X26 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X27 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X28 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X29 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X30 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X31 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?


Xm = #NAME? m

EN Y-Y


Y1 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y2 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y3 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?



Y4 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y5 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y6 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y7 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y8 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y9 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?



Ym = #NAME? m

PARA EL QUINTO PISOEN X-X



X10 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X11 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X12 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X13 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X14 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X15 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X16 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?


X17 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X18 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X19 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X20 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X21 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X22 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X23 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X24 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X25 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X26 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X27 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X28 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X29 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X30 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?X31 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?


Xm = #NAME? m

EN Y-Y


Y1 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y2 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y3 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y4 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y5 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y6 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y7 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y8 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?Y9 #NAME? #NAME? 2.50 1.8 #NAME? #NAME? #NAME?



∑ Pi Muro = #NAME? m2 ∑ Kx= #NAME?

Ym = #NAME? m

Tn/m2

Tn/m2

ANALISIS DE CORTE DIRECTO

DATOS:f'c= 210 kg/cm2

f'm = 85 kg/cm2Ec = 217370.65 kg/cm3 Modulo de elasticidad del concretoEm = 42500 kg/cm4 Modulo de elasticidadn = 5.11 Modulo de corte

CALCULAMOS EL CORTANTE DIRECTO SOBRE CADA MURO

ANALISIS EN EL 1er PISO

CORTANTE BASAL Vu= 474.95 ton

EN X-XRigidez x-x Cte Directo

Muro L(cm)t(cm)

H(cm)Kxi Vm-x

Espesor (kg/cm) (%) (kg)X1 480.00 13 250 6240 259677.348 #NAME? #NAME?X2 446.00 13 250 5798 231548.872 #NAME? #NAME?X3 451.00 13 250 5863 235679.032 #NAME? #NAME?X4 491.00 13 250 6383 268791.457 #NAME? #NAME?X5 272.00 13 250 3536 94232.5959 #NAME? #NAME?X6 295.00 13 250 3835 111012.96 #NAME? #NAME?X7 314.00 13 250 4082 125359.495 #NAME? #NAME?X8 446.00 13 250 5798 231548.872 #NAME? #NAME?X9 286.00 13 250 3718 104362.6 #NAME? #NAME?

X10 314.00 13 250 4082 125359.495 #NAME? #NAME?X11 192.00 13 250 2496 43379.0336 #NAME? #NAME?X12 172.00 13 250 2236 33196.7637 #NAME? #NAME?X13 362.00 13 250 4706 163011.358 #NAME? #NAME?X14 301.00 13 250 3913 115500.852 #NAME? #NAME?X15 381.00 13 250 4953 178307.87 #NAME? #NAME?X16 128.00 13 250 1664 15492.8128 #NAME? #NAME?X17 337.00 13 250 4381 143189.067 #NAME? #NAME?X18 447.00 13 250 5811 232374.668 #NAME? #NAME?X19 451.00 #NAME? 250 #NAME? #NAME? #NAME? #NAME?X20 481.00 #NAME? 250 #NAME? #NAME? #NAME? #NAME?X21 272.00 #NAME? 250 #NAME? #NAME? #NAME? #NAME?X22 292.00 #NAME? 250 #NAME? #NAME? #NAME? #NAME?X23 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X24 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X25 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?

Area de Muro (cm2)

X26 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X27 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X28 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X29 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X30 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X31 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?

∑xi = #NAME? kg/cm2

EN Y-YRigidez x-x Cte Directo

Muro L(cm)t(cm)

H(cm)Kxi Vm-x

Espesor (kg/cm) (%) (kg)Y1 368.00 13 250 4784 167823.145 #NAME? #NAME?Y2 408.00 13 250 5304 200292.049 #NAME? #NAME?Y3 394.00 13 250 5122 188862.21 #NAME? #NAME?Y4 354.00 13 250 4602 156625.981 #NAME? #NAME?Y5 207.00 13 250 2691 51782.5581 #NAME? #NAME?Y6 379.00 13 250 4927 176689.971 #NAME? #NAME?Y7 496.00 13 250 6448 272935.018 #NAME? #NAME?Y8 524.00 13 250 6812 296136.443 #NAME? #NAME?Y9 496.00 13 250 6448 272935.018 #NAME? #NAME?

Y10 524.00 13 250 6812 296136.443 #NAME? #NAME?Y11 447.00 13 250 5811 232374.668 #NAME? #NAME?Y12 478.00 13 250 6214 258020.644 #NAME? #NAME?Y13 512.00 13 250 6656 286194.539 #NAME? #NAME?Y14 375.00 13 250 4875 173459.302 #NAME? #NAME?Y15 389.00 13 250 5057 184795.437 #NAME? #NAME?Y16 493.00 13 250 6409 270448.847 #NAME? #NAME?Y17 209.00 13 250 2717 52948.9246 #NAME? #NAME?Y18 394.00 13 250 5122 188862.21 #NAME? #NAME?Y19 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y20 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y21 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y22 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y23 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y24 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y25 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y26 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y27 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y28 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y29 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y30 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y31 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?

Area de Muro (cm2)





Muro L(cm)t(cm)

H(cm)Kxi Vm-x

Espesor (kg/cm) (%) (kg)X1 480.00 13.00 250.00 6240.00 259677.35 #NAME? #NAME?X2 446.00 13.00 250.00 5798.00 231548.87 #NAME? #NAME?X3 451.00 13.00 250.00 5863.00 235679.03 #NAME? #NAME?X4 491.00 13.00 250.00 6383.00 268791.46 #NAME? #NAME?X5 272.00 13.00 250.00 3536.00 94232.60 #NAME? #NAME?X6 295.00 13.00 250.00 3835.00 111012.96 #NAME? #NAME?X7 314.00 13.00 250.00 4082.00 125359.50 #NAME? #NAME?X8 446.00 13.00 250.00 5798.00 231548.87 #NAME? #NAME?X9 286.00 13.00 250.00 3718.00 104362.60 #NAME? #NAME?

X10 314.00 13.00 250.00 4082.00 125359.50 #NAME? #NAME?X11 192.00 13.00 250.00 2496.00 43379.03 #NAME? #NAME?X12 172.00 13.00 250.00 2236.00 33196.76 #NAME? #NAME?X13 362.00 13.00 250.00 4706.00 163011.36 #NAME? #NAME?X14 301.00 13.00 250.00 3913.00 115500.85 #NAME? #NAME?X15 381.00 13.00 250.00 4953.00 178307.87 #NAME? #NAME?X16 128.00 13.00 250.00 1664.00 15492.81 #NAME? #NAME?X17 337.00 13.00 250.00 4381.00 143189.07 #NAME? #NAME?X18 447.00 13.00 250.00 5811.00 232374.67 #NAME? #NAME?X19 451.00 #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?X20 481.00 #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?X21 272.00 #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?X22 292.00 #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?X23 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?X24 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?X25 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?X26 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?X27 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?X28 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?X29 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?X30 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?X31 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?



Area de Muro (cm2)

Muro L(cm)t(cm)

H(cm)Kxi Vm-x

Espesor (kg/cm) (%) (kg)Y1 368.00 13.00 250.00 4784.00 167823.14 #NAME? #NAME?Y2 408.00 13.00 250.00 5304.00 200292.05 #NAME? #NAME?Y3 394.00 13.00 250.00 5122.00 188862.21 #NAME? #NAME?Y4 354.00 13.00 250.00 4602.00 156625.98 #NAME? #NAME?Y5 207.00 13.00 250.00 2691.00 51782.56 #NAME? #NAME?Y6 379.00 13.00 250.00 4927.00 176689.97 #NAME? #NAME?Y7 496.00 13.00 250.00 6448.00 272935.02 #NAME? #NAME?Y8 524.00 13.00 250.00 6812.00 296136.44 #NAME? #NAME?Y9 496.00 13.00 250.00 6448.00 272935.02 #NAME? #NAME?

Y10 524.00 13.00 250.00 6812.00 296136.44 #NAME? #NAME?Y11 447.00 13.00 250.00 5811.00 232374.67 #NAME? #NAME?Y12 478.00 13.00 250.00 6214.00 258020.64 #NAME? #NAME?Y13 512.00 13.00 250.00 6656.00 286194.54 #NAME? #NAME?Y14 375.00 13.00 250.00 4875.00 173459.30 #NAME? #NAME?Y15 389.00 13.00 250.00 5057.00 184795.44 #NAME? #NAME?Y16 493.00 13.00 250.00 6409.00 270448.85 #NAME? #NAME?Y17 209.00 13.00 250.00 2717.00 52948.92 #NAME? #NAME?Y18 394.00 13.00 250.00 5122.00 188862.21 #NAME? #NAME?Y19 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y20 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y21 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y22 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y23 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y24 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y25 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y26 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y27 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y28 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y29 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y30 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y31 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?





Muro L(cm)t(cm)

H(cm)Kxi Vm-x

Espesor (kg/cm) (%) (kg)X1 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?

Area de Muro (cm2)

Area de Muro (cm2)

X2 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X3 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X4 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X5 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X6 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X7 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X8 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X9 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?

X10 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X11 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X12 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X13 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X14 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X15 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X16 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X17 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X18 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X19 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X20 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X21 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X22 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X23 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X24 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X25 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X26 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X27 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X28 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X29 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X30 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X31 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?



Muro L(cm)t(cm)

H(cm)Kxi Vm-x

Espesor (kg/cm) (%) (kg)Y1 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y2 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y3 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y4 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y5 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y6 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y7 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y8 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y9 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?

Y10 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?

Area de Muro (cm2)

Y11 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y12 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y13 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y14 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y15 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y16 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y17 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y18 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y19 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y20 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y21 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y22 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y23 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y24 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y25 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?Y26 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?





Muro L(cm)t(cm)

H(cm)Kxi Vm-x

Espesor (kg/cm) (%) (kg)X1 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X2 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X3 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X4 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X5 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X6 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X7 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X8 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X9 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?

X10 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X11 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X12 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X13 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X14 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X15 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X16 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X17 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X18 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X19 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X20 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?

Area de Muro (cm2)

X21 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X22 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X23 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X24 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X25 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X26 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X27 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X28 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X29 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X30 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X31 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?



Muro L(cm)t(cm)

H(cm)Kxi Vm-x

Espesor (kg/cm) (%) (kg)Y1 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y2 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y3 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y4 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y5 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y6 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y7 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y8 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y9 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?

Y10 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y11 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y12 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y13 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y14 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y15 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y16 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y17 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y18 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y19 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y20 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y21 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y22 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y23 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y24 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y25 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y26 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?


Area de Muro (cm2)




Muro L(cm)t(cm)

H(cm)Kxi Vm-x

Espesor (kg/cm) (%) (kg)X1 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X2 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X3 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X4 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X5 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X6 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X7 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X8 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X9 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?

X10 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X11 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X12 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X13 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X14 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X15 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X16 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X17 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X18 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X19 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X20 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X21 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X22 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X23 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X24 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X25 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X26 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X27 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X28 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X29 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X30 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?X31 #NAME? #NAME? 250 #NAME? #NAME? #NAME? #NAME?



Muro L(cm)t(cm)

H(cm)Kxi Vm-x

Area de Muro (cm2)

Area de Muro (cm2)

Espesor (kg/cm) (%) (kg)Y1 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y2 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y3 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y4 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y5 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y6 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y7 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y8 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y9 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?

Y10 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y11 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y12 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y13 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y14 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y15 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y16 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y17 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y18 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y19 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y20 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y21 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y22 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y23 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y24 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y25 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?Y26 #NAME? #NAME? 250.00 #NAME? #NAME? #NAME? #NAME?


Modulo de elasticidad del concreto

CONTROL DE FISURACION

V'm king kong industrial 81 kg/cm2

PRIMER PISOSISMO SEVERO SISMO MODERADO

EN X-X R 3 R 6MURO L (cm) t(cm) Vtotal (ton) MFc(ton-m) Vtotal (ton) MFc(ton-m) V'm (ton/m2)

X1 480.00 13.00 9.62 17.6 4.81 8.8 81X2 446.00 13.00 10.4 19.3 5.2 9.65 81X3 451.00 13.00 7.8 14.2 3.9 7.1 81X4 491.00 13.00 5.6 10.4 2.8 5.2 81X5 272.00 13.00 8.9 15.3 4.45 7.65 81X6 295.00 13.00 8.7 15.4 4.35 7.7 81X7 314.00 13.00 6.6 11.4 3.3 5.7 81X8 446.00 13.00 9.1 17.3 4.55 8.65 81X9 286.00 13.00 6.3 11.01 3.15 5.505 81

X10 314.00 13.00 3.4 7.01 1.7 3.505 81X11 192.00 13.00 9.4 16.6 4.7 8.3 81X12 172.00 13.00 7.5 13.4 3.75 6.7 81X13 362.00 13.00 4.5 7.3 2.25 3.65 81X14 301.00 13.00 5.1 9.98 2.55 4.99 81X15 381.00 13.00 5.07 9.9 2.535 4.95 81X16 128.00 13.00 6.4 11.3 3.2 5.65 81X17 337.00 13.00 3.5 7.09 1.75 3.545 81X18 447.00 13.00 3.7 6.99 1.85 3.495 81X19 451.00 #NAME? 3.7 6.87 1.85 3.435 81X20 481.00 #NAME? 7 13.66 3.5 6.83 81X21 272.00 #NAME? 6.3 11.46 3.15 5.73 81X22 292.00 #NAME? 6.01 11.98 3.005 5.99 81X23 #NAME? #NAME? 9.4 14.2 4.7 7.1 81X24 #NAME? #NAME? 5.03 9.6 2.515 4.8 81X25 #NAME? #NAME? 6.4 10.01 3.2 5.005 81X26 #NAME? #NAME? 6.34 10.006 3.17 5.003 81X27 #NAME? #NAME? 5.1 9.87 2.55 4.935 81X28 #NAME? #NAME? 4.1 8.22 2.05 4.11 81X29 #NAME? #NAME? 4.32 8.302 2.16 4.151 81X30 #NAME? #NAME? 4.05 7.99 2.025 3.995 81X31 #NAME? #NAME? 3.5 7.05 1.75 3.525 81

Verificamos la fuerza cortante admisibleCortante del muro Vm controla la ocurrencia de fisura

Pg=PD+0,25PVm=0,55(V'm)(α)(t)(L)+0,23Pg Vtotal (ton) 0,55*VmX1 9.26 29.93 4.81 16.46X2 8.92 27.88 5.2 15.34X3 9.32 28.26 3.9 15.54X4 9.49 30.62 2.8 16.84X5 5.73 17.07 4.45 9.39

X6 5.95 18.45 4.35 10.15X7 12.54 21.07 3.3 11.59X8 14.41 29.14 4.55 16.03X9 11.11 19.12 3.15 10.52

X10 12.09 20.97 1.7 11.53X11 6.95 12.72 4.7 6.99X12 9.09 11.68 3.75 6.42X13 12.06 23.74 2.25 13.06X14 10.94 19.95 2.55 10.97X15 14.77 25.46 2.535 14.00X16 2.38 5.92 3.2 3.26X17 6.73 21.07 1.75 11.59X18 8.16 27.77 1.85 15.27X19 9.07 #NAME? 1.85 #NAME?X20 9.22 #NAME? 3.5 #NAME?X21 5.70 #NAME? 3.15 #NAME?X22 6.02 #NAME? 3.005 #NAME?X23 #NAME? #NAME? 4.7 #NAME?X24 #NAME? #NAME? 2.515 #NAME?X25 #NAME? #NAME? 3.2 #NAME?X26 #NAME? #NAME? 3.17 #NAME?X27 #NAME? #NAME? 2.55 #NAME?X28 #NAME? #NAME? 2.05 #NAME?X29 #NAME? #NAME? 2.16 #NAME?X30 #NAME? #NAME? 2.025 #NAME?X31 #NAME? #NAME? 1.75 #NAME?

RESISTENCIA DEL EDIFICIOVerificacion de la resistencia del edificio

∑Vm = #NAME? ∑Vm>VE #NAME?VE (ton) = 47.49 La resistenci al corte del edificio es mayor

que la fuerza de corte ante sismo severo

SISMO SEVERO SISMO MODERADOEN Y-Y R 3 R 6

MURO L (cm) t(cm) Vtotal (ton) MFc(ton-m) Vtotal (ton) MFc(ton-m) V'm (ton/m2)Y1 368.00 13.00 7.89 15.3 3.945 7.65 81Y2 408.00 13.00 4.65 20.1 2.325 10.05 81Y3 394.00 13.00 7.89 14.44 3.945 7.22 81Y4 354.00 13.00 2.58 10.47 1.29 5.235 81Y5 207.00 13.00 8.9 15.3 4.45 7.65 81Y6 379.00 13.00 4.5 15.4 2.25 7.7 81Y7 496.00 13.00 6.6 12.03 3.3 6.015 81Y8 524.00 13.00 5.4 17.3 2.7 8.65 81Y9 496.00 13.00 6.3 12.05 3.15 6.025 81

Y10 524.00 13.00 3.4 8.01 1.7 4.005 81Y11 447.00 13.00 4.2 8.88 2.1 4.44 81Y12 478.00 13.00 7.5 13.4 3.75 6.7 81

Y13 512.00 13.00 5.5 10.55 2.75 5.275 81Y14 375.00 13.00 6.01 12.34 3.005 6.17 81Y15 389.00 13.00 5.07 9.9 2.535 4.95 81Y16 493.00 13.00 6.4 11.3 3.2 5.65 81Y17 209.00 13.00 3.05 7.09 1.525 3.545 81Y18 394.00 13.00 3.7 6.99 1.85 3.495 81Y19 #NAME? #NAME? 7.89 6.87 3.945 3.435 81Y20 #NAME? #NAME? 7.03 13.66 3.515 6.83 81Y21 #NAME? #NAME? 6.3 11.46 3.15 5.73 81Y22 #NAME? #NAME? 6.01 11.98 3.005 5.99 81Y23 #NAME? #NAME? 9.4 14.2 4.7 7.1 81Y24 #NAME? #NAME? 5.03 9.6 2.515 4.8 81Y25 #NAME? #NAME? 6.4 10.01 3.2 5.005 81Y26 #NAME? #NAME? 5.69 10.006 2.845 5.003 81Y27 #NAME? #NAME? 5.1 10.36 2.55 5.18 81Y28 #NAME? #NAME? 7.59 8.22 3.795 4.11 81Y29 #NAME? #NAME? 4.78 8.302 2.39 4.151 81Y30 #NAME? #NAME? 5.48 11.14 2.74 5.57 81Y31 #NAME? #NAME? 6.687 7.05 3.3435 3.525 81

Verificamos la fuerza cortante admisibleVm

Pg=PD+0,25PVm=0,55(V'm)(α)(t)(L)+0,23Pg Vtotal (ton) 0,55*VmY1 6.62 22.83 3.945 12.56Y2 7.43 24.01 2.325 13.21Y3 7.01 24.43 3.945 13.44Y4 11.39 20.50 1.29 11.28Y5 6.56 13.50 4.45 7.42Y6 11.48 24.59 2.25 13.52Y7 13.95 31.93 3.3 17.56Y8 15.72 33.96 2.7 18.68Y9 14.19 31.99 3.15 17.59

Y10 14.65 33.72 1.7 18.54Y11 13.53 29.00 2.1 15.95Y12 11.45 30.32 3.75 16.67Y13 13.65 32.79 2.75 18.04Y14 10.73 24.19 3.005 13.30Y15 10.51 24.95 2.535 13.72Y16 8.98 30.62 3.2 16.84Y17 4.19 11.85 1.525 6.52Y18 7.24 24.48 1.85 13.47Y19 #NAME? #NAME? 3.945 #NAME?Y20 #NAME? #NAME? 3.515 #NAME?Y21 #NAME? #NAME? 3.15 #NAME?Y22 #NAME? #NAME? 3.005 #NAME?Y23 #NAME? #NAME? 4.7 #NAME?Y24 #NAME? #NAME? 2.515 #NAME?Y25 #NAME? #NAME? 3.2 #NAME?

Y26 #NAME? #NAME? 2.845 #NAME?Y27 #NAME? #NAME? 2.55 #NAME?Y28 #NAME? #NAME? 3.795 #NAME?Y29 #NAME? #NAME? 2.39 #NAME?Y30 #NAME? #NAME? 2.74 #NAME?Y31 #NAME? #NAME? 3.3435 #NAME?




SEGUNDO PISOSISMO SEVERO SISMO MODERADO


X1 480.00 13.00 7.89 8.75 3.945 4.375 81X2 446.00 13.00 4.58 13.56 2.29 6.78 81X3 451.00 13.00 6.58 11.25 3.29 5.625 81X4 491.00 13.00 7.89 10.36 3.945 5.18 81X5 272.00 13.00 7.89 8.56 3.945 4.28 81X6 295.00 13.00 6.55 15.4 3.275 7.7 81X7 314.00 13.00 3.69 11.4 1.845 5.7 81X8 446.00 13.00 7.896 17.3 3.948 8.65 81X9 286.00 13.00 2.56 11.01 1.28 5.505 81

X10 314.00 13.00 3.4 7.01 1.7 3.505 81X11 192.00 13.00 9.4 16.6 4.7 8.3 81X12 172.00 13.00 7.5 13.4 3.75 6.7 81X13 362.00 13.00 4.5 7.3 2.25 3.65 81X14 301.00 13.00 5.1 9.98 2.55 4.99 81X15 381.00 13.00 5.07 9.9 2.535 4.95 81X16 128.00 13.00 6.4 11.3 3.2 5.65 81X17 337.00 13.00 3.5 7.09 1.75 3.545 81X18 447.00 13.00 3.7 6.99 1.85 3.495 81X19 451.00 #NAME? 3.7 6.87 1.85 3.435 81X20 481.00 #NAME? 7 13.66 3.5 6.83 81X21 272.00 #NAME? 6.3 11.46 3.15 5.73 81X22 292.00 #NAME? 6.01 11.98 3.005 5.99 81X23 #NAME? #NAME? 9.4 14.2 4.7 7.1 81X24 #NAME? #NAME? 1.58 9.6 0.79 4.8 81X25 #NAME? #NAME? 6.4 10.01 3.2 5.005 81X26 #NAME? #NAME? 6.34 10.006 3.17 5.003 81X27 #NAME? #NAME? 5.1 9.87 2.55 4.935 81X28 #NAME? #NAME? 4.1 8.22 2.05 4.11 81X29 #NAME? #NAME? 4.32 8.302 2.16 4.151 81X30 #NAME? #NAME? 4.05 7.99 2.025 3.995 81X31 #NAME? #NAME? 3.5 7.05 1.75 3.525 81


Pg=PD+0,25PVm=0,55(V'm)(α)(t)(L)+0,23Pg Vtotal (ton) 0,55*VmX1 9.26 29.93 3.945 16.46X2 8.92 27.88 2.29 15.34X3 9.32 28.26 3.29 15.54X4 9.49 30.62 3.945 16.84X5 5.73 17.07 3.945 9.39X6 5.95 18.45 3.275 10.15X7 12.54 21.07 1.845 11.59X8 14.41 29.14 3.948 16.03X9 11.11 13.57 1.28 7.46

X10 12.09 20.97 1.7 11.53X11 6.95 12.72 4.7 6.99X12 9.09 11.68 3.75 6.42X13 12.06 23.74 2.25 13.06X14 10.94 19.95 2.55 10.97X15 14.77 25.46 2.535 14.00X16 2.38 5.92 3.2 3.26X17 6.73 21.07 1.75 11.59X18 8.16 27.77 1.85 15.27X19 9.07 #NAME? 1.85 #NAME?X20 9.22 #NAME? 3.5 #NAME?X21 5.70 #NAME? 3.15 #NAME?X22 6.02 #NAME? 3.005 #NAME?X23 #NAME? #NAME? 4.7 #NAME?X24 #NAME? #NAME? 0.79 #NAME?X25 #NAME? #NAME? 3.2 #NAME?X26 #NAME? #NAME? 3.17 #NAME?X27 #NAME? #NAME? 2.55 #NAME?X28 #NAME? #NAME? 2.05 #NAME?X29 #NAME? #NAME? 2.16 #NAME?X30 #NAME? #NAME? 2.025 #NAME?X31 #NAME? #NAME? 1.75 #NAME?





MURO L (cm) t(cm) Vtotal (ton) MFc(ton-m) Vtotal (ton) MFc(ton-m) V'm (ton/m2)Y1 368.00 13.00 6.66 15.3 3.33 7.65 81Y2 408.00 13.00 4.58 20.1 2.29 10.05 81Y3 394.00 13.00 7.89 14.44 3.945 7.22 81

Y4 354.00 13.00 9.87 10.47 4.935 5.235 81Y5 207.00 13.00 5.86 15.3 2.93 7.65 81Y6 379.00 13.00 4.5 15.4 2.25 7.7 81Y7 496.00 13.00 6.6 12.03 3.3 6.015 81Y8 524.00 13.00 5.4 17.3 2.7 8.65 81Y9 496.00 13.00 6.3 12.05 3.15 6.025 81

Y10 524.00 13.00 3.4 8.01 1.7 4.005 81Y11 447.00 13.00 4.2 8.88 2.1 4.44 81Y12 478.00 13.00 7.5 13.4 3.75 6.7 81Y13 512.00 13.00 5.5 10.55 2.75 5.275 81Y14 375.00 13.00 6.01 12.34 3.005 6.17 81Y15 389.00 13.00 5.07 9.9 2.535 4.95 81Y16 493.00 13.00 6.4 11.3 3.2 5.65 81Y17 209.00 13.00 3.5 7.09 1.75 3.545 81Y18 394.00 13.00 3.7 6.99 1.85 3.495 81Y19 #NAME? #NAME? 4.7 6.87 2.35 3.435 81Y20 #NAME? #NAME? 7.03 13.66 3.515 6.83 81Y21 #NAME? #NAME? 6.3 11.46 3.15 5.73 81Y22 #NAME? #NAME? 6.01 11.98 3.005 5.99 81Y23 #NAME? #NAME? 9.4 14.2 4.7 7.1 81Y24 #NAME? #NAME? 5.03 9.6 2.515 4.8 81Y25 #NAME? #NAME? 6.4 10.01 3.2 5.005 81Y26 #NAME? #NAME? 7.24 10.006 3.62 5.003 81Y27 #NAME? #NAME? 5.1 10.36 2.55 5.18 81Y28 #NAME? #NAME? 4.1 8.22 2.05 4.11 81Y29 #NAME? #NAME? 5.33 8.302 2.665 4.151 81Y30 #NAME? #NAME? 6.88 11.14 3.44 5.57 81Y31 #NAME? #NAME? 5.68 7.05 2.84 3.525 81


Pg=PD+0,25PVm=0,55(V'm)(α)(t)(L)+0,23Pg Vtotal (ton) 0,55*VmY1 6.62 22.83 3.33 12.56Y2 7.43 23.68 2.29 13.02Y3 7.01 24.43 3.945 13.44Y4 11.39 23.12 4.935 12.72Y5 6.56 11.01 2.93 6.06Y6 11.48 24.59 2.25 13.52Y7 13.95 31.93 3.3 17.56Y8 15.72 33.96 2.7 18.68Y9 14.19 31.99 3.15 17.59

Y10 14.65 33.72 1.7 18.54Y11 13.53 29.00 2.1 15.95Y12 11.45 30.32 3.75 16.67Y13 13.65 32.79 2.75 18.04Y14 10.73 24.19 3.005 13.30Y15 10.51 24.95 2.535 13.72Y16 8.98 30.62 3.2 16.84

Y17 4.19 13.07 1.75 7.19Y18 7.24 24.48 1.85 13.47Y19 #NAME? #NAME? 2.35 #NAME?Y20 #NAME? #NAME? 3.515 #NAME?Y21 #NAME? #NAME? 3.15 #NAME?Y22 #NAME? #NAME? 3.005 #NAME?Y23 #NAME? #NAME? 4.7 #NAME?Y24 #NAME? #NAME? 2.515 #NAME?Y25 #NAME? #NAME? 3.2 #NAME?Y26 #NAME? #NAME? 3.62 #NAME?Y27 #NAME? #NAME? 2.55 #NAME?Y28 #NAME? #NAME? 2.05 #NAME?Y29 #NAME? #NAME? 2.665 #NAME?Y30 #NAME? #NAME? 3.44 #NAME?Y31 #NAME? #NAME? 2.84 #NAME?




CUARTO PISOSISMO SEVERO SISMO MODERADO


X1 #NAME? #NAME? 8.34 17.6 4.17 8.8 81X2 #NAME? #NAME? 11.11 19.3 5.555 9.65 81X3 #NAME? #NAME? 8.57 14.2 4.285 7.1 81X4 #NAME? #NAME? 4.77 10.4 2.385 5.2 81X5 #NAME? #NAME? 6.25 15.3 3.125 7.65 81X6 #NAME? #NAME? 8.87 15.4 4.435 7.7 81X7 #NAME? #NAME? 3.7 11.4 1.85 5.7 81X8 #NAME? #NAME? 8.75 17.3 4.375 8.65 81X9 #NAME? #NAME? 4.68 11.01 2.34 5.505 81

X10 #NAME? #NAME? 9.65 7.01 4.825 3.505 81X11 #NAME? #NAME? 9.4 16.6 4.7 8.3 81X12 #NAME? #NAME? 7.5 13.4 3.75 6.7 81X13 #NAME? #NAME? 7.69 7.3 3.845 3.65 81X14 #NAME? #NAME? 8.61 9.98 4.305 4.99 81X15 #NAME? #NAME? 6.57 9.9 3.285 4.95 81X16 #NAME? #NAME? 7.36 11.3 3.68 5.65 81X17 #NAME? #NAME? 7.45 7.09 3.725 3.545 81X18 #NAME? #NAME? 7.63 6.99 3.815 3.495 81X19 #NAME? #NAME? 4.58 6.87 2.29 3.435 81X20 #NAME? #NAME? 7.004 13.66 3.502 6.83 81X21 #NAME? #NAME? 5.07 11.46 2.535 5.73 81

X22 #NAME? #NAME? 8.63 11.98 4.315 5.99 81X23 #NAME? #NAME? 9.4 14.2 4.7 7.1 81X24 #NAME? #NAME? 5.03 9.6 2.515 4.8 81X25 #NAME? #NAME? 6.4 10.01 3.2 5.005 81X26 #NAME? #NAME? 6.34 10.006 3.17 5.003 81X27 #NAME? #NAME? 5.34 9.87 2.67 4.935 81X28 #NAME? #NAME? 4.1 8.22 2.05 4.11 81X29 #NAME? #NAME? 3.58 8.302 1.79 4.151 81X30 #NAME? #NAME? 4.05 7.99 2.025 3.995 81X31 #NAME? #NAME? 3.78 7.05 1.89 3.525 81


Pg=PD+0,25PVm=0,55(V'm)(α)(t)(L)+0,23Pg Vtotal (ton) 0,55*VmX1 #NAME? #NAME? 4.17 #NAME?X2 #NAME? #NAME? 5.555 #NAME?X3 #NAME? #NAME? 4.285 #NAME?X4 #NAME? #NAME? 2.385 #NAME?X5 #NAME? #NAME? 3.125 #NAME?X6 #NAME? #NAME? 4.435 #NAME?X7 #NAME? #NAME? 1.85 #NAME?X8 #NAME? #NAME? 4.375 #NAME?X9 #NAME? #NAME? 2.34 #NAME?

X10 #NAME? #NAME? 4.825 #NAME?X11 #NAME? #NAME? 4.7 #NAME?X12 #NAME? #NAME? 3.75 #NAME?X13 #NAME? #NAME? 3.845 #NAME?X14 #NAME? #NAME? 4.305 #NAME?X15 #NAME? #NAME? 3.285 #NAME?X16 #NAME? #NAME? 3.68 #NAME?X17 #NAME? #NAME? 3.725 #NAME?X18 #NAME? #NAME? 3.815 #NAME?X19 #NAME? #NAME? 2.29 #NAME?X20 #NAME? #NAME? 3.502 #NAME?X21 #NAME? #NAME? 2.535 #NAME?X22 #NAME? #NAME? 4.315 #NAME?X23 #NAME? #NAME? 4.7 #NAME?X24 #NAME? #NAME? 2.515 #NAME?X25 #NAME? #NAME? 3.2 #NAME?X26 #NAME? #NAME? 3.17 #NAME?X27 #NAME? #NAME? 2.67 #NAME?X28 #NAME? #NAME? 2.05 #NAME?X29 #NAME? #NAME? 1.79 #NAME?X30 #NAME? #NAME? 2.025 #NAME?X31 #NAME? #NAME? 1.89 #NAME?





MURO L (cm) t(cm) Vtotal (ton) MFc(ton-m) Vtotal (ton) MFc(ton-m) V'm (ton/m2)Y1 #NAME? #NAME? 6.58 15.3 3.29 7.65 81Y2 #NAME? #NAME? 4.58 20.1 2.29 10.05 81Y3 #NAME? #NAME? 7.52 14.44 3.76 7.22 81Y4 #NAME? #NAME? 5.55 10.47 2.775 5.235 81Y5 #NAME? #NAME? 8.99 15.3 4.495 7.65 81Y6 #NAME? #NAME? 10.5 15.4 5.25 7.7 81Y7 #NAME? #NAME? 6.6 12.03 3.3 6.015 81Y8 #NAME? #NAME? 1.1 17.3 0.55 8.65 81Y9 #NAME? #NAME? 6.3 12.05 3.15 6.025 81

Y10 #NAME? #NAME? 4.9 8.01 2.45 4.005 81Y11 #NAME? #NAME? 4.87 8.88 2.435 4.44 81Y12 #NAME? #NAME? 8.5 13.4 4.25 6.7 81Y13 #NAME? #NAME? 4.69 10.55 2.345 5.275 81Y14 #NAME? #NAME? 9.67 12.34 4.835 6.17 81Y15 #NAME? #NAME? 7.85 9.9 3.925 4.95 81Y16 #NAME? #NAME? 6.99 11.3 3.495 5.65 81Y17 #NAME? #NAME? 3.5 7.09 1.75 3.545 81Y18 #NAME? #NAME? 7.54 6.99 3.77 3.495 81Y19 #NAME? #NAME? 4.7 6.87 2.35 3.435 81Y20 #NAME? #NAME? 7.03 13.66 3.515 6.83 81Y21 #NAME? #NAME? 6.3 11.46 3.15 5.73 81Y22 #NAME? #NAME? 6.01 11.98 3.005 5.99 81Y23 #NAME? #NAME? 9.4 14.2 4.7 7.1 81Y24 #NAME? #NAME? 6.07 9.6 3.035 4.8 81Y25 #NAME? #NAME? 6.4 10.01 3.2 5.005 81Y26 #NAME? #NAME? 4.58 10.006 2.29 5.003 81


Pg=PD+0,25PVm=0,55(V'm)(α)(t)(L)+0,23Pg Vtotal (ton) 0,55*VmY1 #NAME? #NAME? 3.29 #NAME?Y2 #NAME? #NAME? 2.29 #NAME?Y3 #NAME? #NAME? 3.76 #NAME?Y4 #NAME? #NAME? 2.775 #NAME?Y5 #NAME? #NAME? 4.495 #NAME?Y6 #NAME? #NAME? 5.25 #NAME?Y7 #NAME? #NAME? 3.3 #NAME?Y8 #NAME? #NAME? 0.55 #NAME?Y9 #NAME? #NAME? 3.15 #NAME?

Y10 #NAME? #NAME? 2.45 #NAME?

Y11 #NAME? #NAME? 2.435 #NAME?Y12 #NAME? #NAME? 4.25 #NAME?Y13 #NAME? #NAME? 2.345 #NAME?Y14 #NAME? #NAME? 4.835 #NAME?Y15 #NAME? #NAME? 3.925 #NAME?Y16 #NAME? #NAME? 3.495 #NAME?Y17 #NAME? #NAME? 1.75 #NAME?Y18 #NAME? #NAME? 3.77 #NAME?Y19 #NAME? #NAME? 2.35 #NAME?Y20 #NAME? #NAME? 3.515 #NAME?Y21 #NAME? #NAME? 3.15 #NAME?Y22 #NAME? #NAME? 3.005 #NAME?Y23 #NAME? #NAME? 4.7 #NAME?Y24 #NAME? #NAME? 3.035 #NAME?Y25 #NAME? #NAME? 3.2 #NAME?Y26 #NAME? #NAME? 2.29 #NAME?


∑Vm = #NAME? ∑Vm>VE #NAME?VE (ton) = #NAME? La resistenci al corte del edificio es mayor


α=Ve*L/Me α final2.62 1.002.40 1.002.48 1.002.64 1.001.58 1.001.67 1.001.82 1.002.35 1.001.64 1.001.52 1.001.09 1.000.96 0.962.23 1.001.54 1.001.95 1.000.72 0.721.66 1.002.37 1.002.43 1.002.46 1.001.50 1.001.46 1.00

#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?

Verificamos la fuerza cortante admisiblecontrola la ocurrencia de fisura

Ve<=VmCUMPLECUMPLECUMPLECUMPLECUMPLE

CUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLE#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?

La resistenci al corte del edificio es mayorque la fuerza de corte ante sismo severo

α=Ve*L/Me α final1.90 1.000.94 0.942.15 1.000.87 0.871.20 1.001.11 1.002.72 1.001.64 1.002.59 1.002.22 1.002.11 1.002.68 1.00

2.67 1.001.83 1.001.99 1.002.79 1.000.90 0.902.09 1.00

#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?

Verificamos la fuerza cortante admisible

Ve<=VmCUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLE#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?

#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?


α=Ve*L/Me α final4.33 1.001.51 1.002.64 1.003.74 1.002.51 1.001.25 1.001.02 1.002.04 1.000.66 0.661.52 1.001.09 1.000.96 0.962.23 1.001.54 1.001.95 1.000.72 0.721.66 1.002.37 1.002.43 1.002.46 1.001.50 1.001.46 1.00

#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?


Ve<=VmCUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLE#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?


α=Ve*L/Me α final1.60 1.000.93 0.932.15 1.00

3.34 1.000.79 0.791.11 1.002.72 1.001.64 1.002.59 1.002.22 1.002.11 1.002.68 1.002.67 1.001.83 1.001.99 1.002.79 1.001.03 1.002.09 1.00

#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?


Ve<=VmCUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLECUMPLE

CUMPLECUMPLE#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?


α=Ve*L/Me α final#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?

#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?


Ve<=Vm#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?


α=Ve*L/Me α final#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?#NAME? #NAME?


Ve<=Vm#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?

#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?#NAME?


FUERZAS DE DISEÑO

PRIMER PISOVm

MUROVm=0,55(V'm)(α)(t)(L)+0,23Pg Vtotal (ton) MFc(ton-m) Vm1/Ve1 Vm1/Ve1 finalX1 16.63 4.81 17.60 3.46 3.00X2 29.26 5.20 19.30 5.63 3.00X3 27.81 3.90 14.20 7.13 3.00X4 22.01 2.80 10.40 7.86 3.00X5 28.30 4.45 15.30 6.36 3.00X6 12.20 4.35 15.40 2.81 2.81X7 6.01 3.30 11.40 1.82 2.00X8 13.93 4.55 17.30 3.06 3.00X9 9.70 3.15 11.01 3.08 3.00

X10 13.18 1.70 7.01 7.76 3.00X11 9.36 4.70 16.60 1.99 2.00X12 24.93 3.75 13.40 6.65 3.00X13 10.23 2.25 7.30 4.55 3.00X14 20.31 2.55 9.98 7.97 3.00X15 17.55 2.54 9.90 6.92 3.00X16 16.09 3.20 11.30 5.03 3.00X17 20.98 1.75 7.09 11.99 3.00X18 13.92 1.85 6.99 7.52 3.00X19 17.53 1.85 6.87 9.47 3.00X20 18.84 3.50 13.66 5.38 3.00X21 17.71 3.15 11.46 5.62 3.00X22 16.78 3.01 11.98 5.58 3.00X23 17.17 4.70 14.20 3.65 3.00X24 6.06 2.52 9.60 2.41 2.41X25 14.63 3.20 10.01 4.57 3.00X26 16.60 3.17 10.01 5.24 3.00X27 29.17 2.55 9.87 11.44 3.00X28 27.19 2.05 8.22 13.26 3.00X29 15.98 2.16 8.30 7.40 3.00X30 21.83 2.03 7.99 10.78 3.00X31 28.27 1.75 7.05 16.16 3.00

Vu MuVe(Vm1/Ve1) Me(Vm1/Ve1)

14.43 52.8015.60 57.9011.70 42.608.40 31.20

13.35 45.9012.20 43.216.60 22.80

13.65 51.909.45 33.035.10 21.039.40 33.20

11.25 40.206.75 21.907.65 29.947.61 29.709.60 33.905.25 21.275.55 20.975.55 20.61

10.50 40.989.45 34.389.02 35.94

14.10 42.606.06 23.159.60 30.039.51 30.027.65 29.616.15 24.666.48 24.916.07 23.975.25 21.15

DISEÑO DE COLUMNAS DE CONFINAMIENTO

PRIMER PISO MURO X1

COLUMNAS EXTREMAS

DATOS : M=Mu1-1/2Vm 52.8 ton-mVm1= 29.93 tonNc= 2 Numero de columnas

Pc=Pg1/2+Pg2/2 9.09 tonLm= 4.80 Longitud del muroF= 11.00

Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 14.96 ton

Traccion

T=F-Pc T= 1.91 ton

Compresion

C=Pc+F C= 20.09 ton

Determinamos el refuerzo vertical

Corte friccion

u= 0.8Φ= 0.85

Asf= 42.74 cm2

Traccion Ast= 0.54 cm2

Refuerzo vertical

As=Asf+Ast As= 43.27 cm2

Considerando

usar 5 de 1"

Diseño por compresion

As= 12.7 C= 20.09 ton

Φ= 0.7δ= 1

An= 125.35 cm2

b 9 con rec. 13 Ac= 195 cm2h 11 con rec. 15

Diseño por corte friccion Φ= 0.85

Acf= 419.16 cm2

Ac 13 cm25 cm

325 cm2Estribos en la columna Acero de 3/8"

Av= 1.42

An=b*h An= 189 cm2tn= 9 cm

S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 15 a 0,05; rto a 0,25

Viga soleraVm1= 29.93Lm= 4.80L= 4.80

Acs= 13 39030

Φ= 0.9

T= 14.96 ton

As= 3.96 cm2

Acero minimo 1.95 cm2

Usar 4 de 1.27

PRIMER PISO MURO X2

COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 3.01 ton

Traccion

T=F-Pc T= 3.86 ton

Compresion

C=Pc+F C= 22.10 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 8.58 cm2


Refuerzo vertical


Considerando

usar 4 de 1/2"


As= 12.7 C= 22.10 ton

Φ= 0.7δ= 1

An= 109.24 cm2



Acf= 84.17 cm2

Ac 13 cm25 cm


Av= 1.42


S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 15 a 0,05; rto a 0,25


Acs= 13 39030

Φ= 0.9

T= 3.01 ton

As= 0.79 cm2


Usar 4 de 1.27

PRIMER PISO MURO X3

COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 14.13 ton

Traccion

T=F-Pc T= 0.04 ton

Compresion

C=Pc+F C= 18.85 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 40.36 cm2


Refuerzo vertical


Considerando

usar 8 de 1"


As= 12.7 C= 18.85 ton

Φ= 0.7δ= 1

An= 135.25 cm2



Acf= 395.84 cm2

Ac 15 cm30 cm


Av= 1.42


S1= 5.47 cm

S2= 21.52 cm

S3= 6.5 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,25


Acs= 13 39030

Φ= 0.9

T= 14.13 ton

As= 3.74 cm2


Usar 4 de 1.27

PRIMER PISO MURO X4

COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 15.31 ton

Traccion

T=F-Pc T= -1.26 ton

Compresion

C=Pc+F C= 13.97 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 43.73 cm2

Traccion Ast= -0.35 cm2

Refuerzo vertical


Considerando

usar 6 de 1"


As= 12.7 C= 13.97 ton

Φ= 0.7δ= 1

An= 174.34 cm2



Acf= 428.85 cm2

Ac 13 cm25 cm


Av= 1.42


S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 15 a 0,05; rto a 0,25


Acs= 13 390

30Φ= 0.9

T= 15.31 ton

As= 4.05 cm2


Usar 4 de 1.27

PRIMER PISO MURO X5

COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 8.54 ton

Traccion

T=F-Pc T= 11.03 ton

Compresion

C=Pc+F C= 22.72 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 24.38 cm2


Refuerzo vertical


Considerando

usar 8 de 1"


As= 12.7 C= 22.72 ton

Φ= 0.7δ= 1

An= 104.33 cm2



Acf= 239.09 cm2

Ac 15 cm30 cm


Av= 1.42


S1= 5.47 cm

S2= 21.52 cm

S3= 6.5 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,25

Viga soleraVm1= 17.07

Lm= 2.72L= 2.72

Acs= 13 39030

Φ= 0.9

T= 8.54 ton

As= 2.26 cm2


Usar 4 de 1.27

PRIMER PISO MURO X6

COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 9.23 ton

Traccion

T=F-Pc T= 5.40 ton

Compresion

C=Pc+F C= 23.89 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 26.35 cm2


Refuerzo vertical


Considerando

usar 4 de 1"


As= 12.7 C= 23.89 ton

Φ= 0.7δ= 1

An= 94.91 cm2



Acf= 258.45 cm2

Ac 13 cm25 cm


Av= 1.42


S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 15 a 0,05; rto a 0,25


Acs= 13 39030

Φ= 0.9

T= 9.23 ton

As= 2.44 cm2


Usar 4 de 1.27

PRIMER PISO MURO X7

COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 10.53 ton

Traccion

T=F-Pc T= -6.21 ton

Compresion

C=Pc+F C= 20.74 ton


Corte friccion

u= 0.8

Φ= 0.85

Asf= 30.09 cm2


Refuerzo vertical


Considerando

usar 5 de 5/8"


As= 12.7 C= 20.74 ton

Φ= 0.7δ= 1

An= 120.17 cm2



Acf= 295.10 cm2

Ac 13 cm25 cm


Av= 1.42


S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 15 a 0,05; rto a 0,25


Acs= 13 39030

Φ= 0.9

T= 10.53 ton

As= 2.79 cm2


Usar 4 de 3/4"

PRIMER PISO MURO X8

COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 14.57 ton

Traccion

T=F-Pc T= -1.12 ton

Compresion

C=Pc+F C= 24.40 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 41.62 cm2


Refuerzo vertical


Considerando

usar 5 de 1"


As= 12.7 C= 24.40 ton

Φ= 0.7δ= 1

An= 90.88 cm2



Acf= 408.18 cm2

Ac 13 cm20 cm


Av= 1.42


S1= 5.83 cm

S2= 26.30 cm

S3= 4 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,20


Acs= 13 39030

Φ= 0.9

T= 14.57 ton

As= 3.85 cm2


Usar 4 de 3/4"

PRIMER PISO MURO X9

COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 9.56 ton

Traccion

T=F-Pc T= -0.05 ton

Compresion

C=Pc+F C= 23.15 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 27.30 cm2


Refuerzo vertical


Considerando

usar 4 de 1"


As= 12.7 C= 23.15 ton

Φ= 0.7δ= 1

An= 100.84 cm2



Acf= 267.77 cm2

Ac 13 cm20 cm


Av= 1.42


S1= 5.83 cm

S2= 26.30 cm

S3= 4 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,20


Acs= 13 39030

Φ= 0.9

T= 9.56 ton

As= 2.53 cm2


Usar 4 de 3/4"

PRIMER PISO MURO X10

COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 10.48 ton

Traccion

T=F-Pc T= -2.82 ton

Compresion

C=Pc+F C= 16.22 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 29.94 cm2


Refuerzo vertical


Considerando

usar 4 de 1"


As= 12.7 C= 16.22 ton

Φ= 0.7δ= 1

An= 156.33 cm2



Acf= 293.66 cm2

Ac 13 cm20 cm


Av= 1.42


S1= 5.83 cm

S2= 26.30 cm

S3= 4 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,20


Acs= 13 39030

Φ= 0.9

T= 10.48 ton

As= 2.77 cm2


Usar 4 de 3/4"


COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 6.36 ton

Traccion

T=F-Pc T= 9.27 ton

Compresion

C=Pc+F C= 25.31 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 18.16 cm2


Refuerzo vertical


Considerando

usar 4 de 1"


As= 12.7 C= 25.31 ton

Φ= 0.7δ= 1

An= 83.55 cm2



Acf= 178.11 cm2

Ac 13 cm20 cm


Av= 1.42

An=b*h An= 144 cm2

tn= 9 cm

S1= 5.83 cm

S2= 26.30 cm

S3= 4 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,20


Acs= 13 39030

Φ= 0.9

T= 6.36 ton

As= 1.68 cm2


Usar 4 de 3/4"


COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 5.84 ton

Traccion

T=F-Pc T= 12.79 ton

Compresion

C=Pc+F C= 33.95 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 16.68 cm2


Refuerzo vertical


Considerando

usar 7 de 1"


As= 12.7 C= 33.95 ton

Φ= 0.7δ= 1

An= 14.42 cm2



Acf= 163.60 cm2

Ac 15 cm25 cm


Av= 1.42


S1= 5.30 cm

S2= 21.52 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,30


Acs= 13 39030

Φ= 0.9

T= 5.84 ton

As= 1.55 cm2


Usar 4 de 3/4"


COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 11.87 ton

Traccion

T=F-Pc T= -5.45 ton

Compresion

C=Pc+F C= 17.55 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 33.90 cm2


Refuerzo vertical


Considerando

usar 3 de 1"


As= 12.7 C= 17.55 ton

Φ= 0.7δ= 1

An= 145.65 cm2



Acf= 332.49 cm2

Ac 13 cm

25 cm325 cm2

Estribos en la columna Acero de 3/8"Av= 1.42


S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 15 a 0,10; rto a 0,20


Acs= 13 39030

Φ= 0.9

T= 11.87 ton

As= 3.14 cm2


Usar 4 de 3/4"


COLUMNAS EXTREMAS


Pc=Pg1/2+Pg2/2 12.85 ton

Lm= 3.01 Longitud del muroF= 9.95

Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 9.97 ton

Traccion

T=F-Pc T= -2.91 ton

Compresion

C=Pc+F C= 22.80 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 28.49 cm2


Refuerzo vertical


Considerando

usar 6 de 1"


As= 12.7 C= 22.80 ton

Φ= 0.7δ= 1

An= 103.64 cm2



Acf= 279.40 cm2

Ac 13 cm25 cm


Av= 1.42


S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,10; rto a 0,20


Acs= 13 39030

Φ= 0.9

T= 9.97 ton

As= 2.64 cm2


Usar 4 de 3/4"


COLUMNAS EXTREMAS

DATOS : M=Mu1-1/2Vm 29.7 ton-m

Vm1= 25.46 tonNc= 2 Numero de columnas


Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 12.73 ton

Traccion

T=F-Pc T= -0.78 ton

Compresion

C=Pc+F C= 16.37 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 36.36 cm2


Refuerzo vertical


Considerando

usar 5 de 1"


As= 12.7 C= 16.37 ton

Φ= 0.7δ= 1

An= 155.14 cm2



Acf= 356.61 cm2

Ac 13 cm25 cm


Av= 1.42


S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 15 a 0,05; rto a 0,25


Acs= 13 39030

Φ= 0.9

T= 12.73 ton

As= 3.37 cm2


Usar 4 de 1.27


COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 2.96 ton

Traccion

T=F-Pc T= 21.93 ton

Compresion

C=Pc+F C= 31.04 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 8.45 cm2


Refuerzo vertical


Considerando

usar 5 de 1"


As= 12.7 C= 31.04 ton

Φ= 0.7δ= 1

An= 37.71 cm2



Acf= 82.92 cm2

Ac 13 cm25 cm


Av= 1.42


S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 15 a 0,05; rto a 0,25


Acs= 13 39030

Φ= 0.9

T= 2.96 ton

As= 0.78 cm2


Usar 4 de 1.27


COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 10.53 ton

Traccion

T=F-Pc T= -1.14 ton

Compresion

C=Pc+F C= 13.76 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 30.08 cm2


Refuerzo vertical


Considerando

usar 6 de 1"


As= 12.7 C= 13.76 ton

Φ= 0.7δ= 1

An= 176.01 cm2



Acf= 295.04 cm2

Ac 15 cm25 cm


Av= 1.42


S1= 5.30 cm

S2= 21.52 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,25


Acs= 13 39030

Φ= 0.9

T= 10.53 ton

As= 2.79 cm2


Usar 4 de 1.27


COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= 13.88 ton

Traccion

T=F-Pc T= -3.93 ton

Compresion

C=Pc+F C= 13.31 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= 39.65 cm2


Refuerzo vertical


Considerando

usar 4 de 1"


As= 12.7 C= 13.31 ton

Φ= 0.7δ= 1

An= 179.61 cm2



Acf= 388.87 cm2

Ac 13 cm20 cm


Av= 1.42


S1= 5.83 cm

S2= 26.30 cm

S3= 4 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 15 a 0,05; rto a 0,25


Acs= 13 39030

Φ= 0.9

T= 13.88 ton

As= 3.67 cm2


Usar 4 de 1.27


COLUMNAS EXTREMAS

DATOS : M=Mu1-1/2Vm 20.61 ton-mVm1= #NAME? tonNc= 2 Numero de columnas


Calculamos:

Fuerza Cortante

Vc= 1,5*(Vm1*Lm)/(L*(Nc+1) Vc= #NAME? ton

Traccion

T=F-Pc T= -4.58 ton

Compresion

C=Pc+F C= 13.72 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= #NAME? cm2


Refuerzo vertical

As=Asf+Ast As= #NAME? cm2

Considerando

usar 8 de 1"


As= 12.7 C= 13.72 ton

Φ= 0.7δ= 1

An= 176.34 cm2



Acf= #NAME? cm2

Ac 15 cm30 cm


Av= 1.42


S1= 5.47 cm

S2= 21.52 cm

S3= 6.5 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,25

Viga soleraVm1= #NAME?Lm= 4.51L= 4.51

Acs= 13 39030

Φ= 0.9

T= #NAME? ton

As= #NAME? cm2


Usar 4 de 1.27


COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante


Traccion

T=F-Pc T= -3.18 ton

Compresion

C=Pc+F C= 11.75 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= #NAME? cm2


Refuerzo vertical


Considerando

usar 5 de 1"


As= 12.7 C= 11.75 ton

Φ= 0.7δ= 1

An= 192.10 cm2



Acf= #NAME? cm2

Ac 13 cm25 cm


Av= 1.42


S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 15 a 0,05; rto a 0,25


Acs= 13 390

30Φ= 0.9

T= #NAME? ton

As= #NAME? cm2


Usar 4 de 1.27


COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante


Traccion

T=F-Pc T= 9.20 ton

Compresion

C=Pc+F C= 20.93 ton


Corte friccion

u= 0.8Φ= 0.85

Asf= #NAME? cm2


Refuerzo vertical


Considerando

usar 5 de 1"


As= 12.7 C= 20.93 ton

Φ= 0.7δ= 1

An= 118.62 cm2



Acf= #NAME? cm2

Ac 13 cm25 cm


Av= 1.42


S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 15 a 0,05; rto a 0,25

Viga soleraVm1= #NAME?

Lm= 2.72L= 2.72

Acs= 13 39030

Φ= 0.9

T= #NAME? ton

As= #NAME? cm2


Usar 4 de 3/4"


COLUMNAS EXTREMAS


Pc=Pg1/2+Pg2/2 #NAME? tonLm= 2.92 Longitud del muroF= 11.77

Calculamos:

Fuerza Cortante


Traccion

T=F-Pc T= #NAME? ton

Compresion

C=Pc+F C= #NAME? ton


Corte friccion

u= 0.8Φ= 0.85

Asf= #NAME? cm2

Traccion Ast= #NAME? cm2

Refuerzo vertical


Considerando

usar 5 de 1"


As= 12.7 C= #NAME? ton

Φ= 0.7δ= 1

An= #NAME? cm2



Acf= #NAME? cm2

Ac 13 cm20 cm


Av= 1.42


S1= 5.83 cm

S2= 26.30 cm

S3= 4 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,20


Acs= 13 39030

Φ= 0.9

T= #NAME? ton

As= #NAME? cm2


Usar 4 de 3/4"


COLUMNAS EXTREMAS


Pc=Pg1/2+Pg2/2 #NAME? tonLm= #NAME? Longitud del muroF= #NAME?

Calculamos:

Fuerza Cortante


Traccion


Compresion



Corte friccion

u= 0.8

Φ= 0.85

Asf= #NAME? cm2


Refuerzo vertical


Considerando

usar 5 de 1"



Φ= 0.7δ= 1

An= #NAME? cm2



Acf= #NAME? cm2

Ac 13 cm20 cm


Av= 1.42


S1= 5.83 cm

S2= 26.30 cm

S3= 4 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,20

Viga soleraVm1= #NAME?Lm= #NAME?L= #NAME?

Acs= 13 39030

Φ= 0.9

T= #NAME? ton

As= #NAME? cm2


Usar 4 de 3/4"


COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante


Traccion


Compresion



Corte friccion

u= 0.8Φ= 0.85

Asf= #NAME? cm2


Refuerzo vertical


Considerando

usar 3 de 1"



Φ= 0.7δ= 1

An= #NAME? cm2



Acf= #NAME? cm2

Ac 13 cm20 cm


Av= 1.42


S1= 5.83 cm

S2= 26.30 cm

S3= 4 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,20


Acs= 13 39030

Φ= 0.9

T= #NAME? ton

As= #NAME? cm2


Usar 4 de 3/4"


COLUMNAS EXTREMAS

DATOS : M=Mu1-1/2Vm23.147662 ton-mVm1= #NAME? tonNc= 2 Numero de columnas


Calculamos:

Fuerza Cortante


Traccion


Compresion



Corte friccion

u= 0.8Φ= 0.85

Asf= #NAME? cm2


Refuerzo vertical


Considerando

usar 4 de 1"



Φ= 0.7δ= 1

An= #NAME? cm2



Acf= #NAME? cm2

Ac 13 cm20 cm


Av= 1.42


S1= 5.83 cm

S2= 26.30 cm

S3= 4 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,20


Acs= 13 39030

Φ= 0.9

T= #NAME? ton

As= #NAME? cm2


Usar 4 de 3/4"


COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante


Traccion


Compresion



Corte friccion

u= 0.8Φ= 0.85

Asf= #NAME? cm2


Refuerzo vertical


Considerando

usar 5 de 1"



Φ= 0.7δ= 1

An= #NAME? cm2



Acf= #NAME? cm2

Ac 15 cm20 cm


Av= 1.42


S1= 5.05 cm

S2= 21.52 cm

S3= 4 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,05; rto a 0,30


Acs= 13 39030

Φ= 0.9

T= #NAME? ton

As= #NAME? cm2


Usar 4 de 3/4"


COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante


Traccion


Compresion



Corte friccion

u= 0.8Φ= 0.85

Asf= #NAME? cm2


Refuerzo vertical


Considerando

usar 8 de 1"



Φ= 0.7δ= 1

An= #NAME? cm2



Acf= #NAME? cm2

Ac 13 cm25 cm


Av= 1.42

An=b*h An= 189 cm2

tn= 9 cm

S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 15 a 0,10; rto a 0,20


Acs= 13 39030

Φ= 0.9

T= #NAME? ton

As= #NAME? cm2


Usar 4 de 3/4"


COLUMNAS EXTREMAS



Calculamos:

Fuerza Cortante


Traccion


Compresion



Corte friccion

u= 0.8Φ= 0.85

Asf= #NAME? cm2


Refuerzo vertical


Considerando

usar 8 de 1"



Φ= 0.7δ= 1

An= #NAME? cm2



Acf= #NAME? cm2

Ac 13 cm25 cm


Av= 1.42


S1= 6.12 cm

S2= 26.30 cm

S3= 5.25 cm

S4= 10 cm

Usar 3/8" 1 a 0,05; 10 a 0,10; rto a 0,20


Acs= 13 39030

Φ= 0.9

T= #NAME? ton

As= #NAME? cm2


Usar 4 de 3/4"

DISEÑO DE CIMENTACION

PISO 1 MURO X1

SABEMOS:

Las presiones del terreno no deben superar el esfuerzo admisible

Suponiendo: σadm= 1.5 kg/cm2σadm= 15 tn/m2

Las cargas de servicio son considerar sismo

PS= 12.22 ton

CONSIDERANDO4.8

0.13 B= 1.25H= 0.8

L= 4.8

Calculamos el peso propio: 11.04 Ton

Calculamos las presiones transmitidas:

qmax/min= 3.88 < 15 OK

Ahora tomaremos en cuneta el sismo y verificaremos:

σadm= 15 tn/m2

La norma permite incrementarlo hasta un 30%

El momento por sismo

M sismo X: 26 ton-m

Tenemos: B= 1.25 mH= 0.8 m

p. propio= P= 11.04

Caculamos las presiones: Con sismo

qmax= 9.29377983 < 19.5 OKqmin= 1.5395535 < 19.5 OK

Usar una cimentacion corrida de ancho B=1,3m y H=0,8m

DISEÑORevision de la altura por corte y punzonamiento

Por corte Pu= 125.6 tonMu= 65.66 ton-m

q= P(B*L)+/-6M/(B*L^2)

qumax = 34.61 t/m2qumin= -7.25 t/m2

Verificamos los esfuerzos de traccion por flezion

Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 0.56 m

Mu= 5.427 t-m

Esfuerzo actuante en la base del cimiento corrido

σ=6*M/(1*H^ σ= 50.88 t/m2σ= 5.09 kg/cm2

Resistencia a la traccion del concreto:

Modulo de ruptura fr=2*f'c^0,5

fr= 26.46 kg/cm2

Entonces: σ < fr OK

Considerando inclusive las cargas ultimas, el concreto soporta los esfuerzos a traccion

PISO 1 MURO X2

SABEMOS:




PS= 12.19 ton

CONSIDERANDO

4.460.13 B= 1.25

H= 0.8L= 4.46





σadm= 15 tn/m2



M sismo X: 26 ton-m


p. propio= P= 10.26


qmax= 10.3007057 < 19.5 OKqmin= 2.24730448 < 19.5 OK


DISEÑO

Revision de la altura por corte y punzonamiento

Por corte Pu= 117.55 tonMu= 66.78 ton-m

q= P(B*L)+/-6M/(B*L^2)

qumax = 37.20 t/m2qumin= 4.97 t/m2


Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 0.56 m

Mu= 5.833 t-m


σ=6*M/(1*H^ σ= 54.68 t/m2σ= 5.47 kg/cm2



fr= 26.46 kg/cm2


PISO 1 MURO X3

SABEMOS:




PS= 12.46 ton

CONSIDERANDO4.51

0.13 B= 1.25H= 0.8

L= 4.51





σadm= 15 tn/m2



M sismo X: 26 ton-m


p. propio= P= 10.37


qmax= 10.18503 < 19.5 OKqmin= 2.08629613 < 19.5 OK


DISEÑO


Por cortee Pu= 90.77 tonMu= 101.4 ton-m

q= P(B*L)+/-6M/(B*L^2)



Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 0.56 m

Mu= 6.277 t-m


σ=6*M/(1*H^ σ= 58.84 t/m2σ= 5.88 kg/cm2



fr= 26.46 kg/cm2


PISO 1 MURO X4

SABEMOS:




PS= 12.54 ton

CONSIDERANDO4.91

0.13 B= 1.25H= 0.8

L= 4.91





σadm= 15 tn/m2



M sismo X: 26 ton-m


p. propio= P= 11.29


qmax= 9.06042022 < 19.5 OKqmin= 1.29294649 < 19.5 OK


DISEÑO



q= P(B*L)+/-6M/(B*L^2)



Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 0.56 m

Mu= 5.330 t-m


σ=6*M/(1*H^ σ= 49.96 t/m2σ= 5.00 kg/cm2



fr= 26.46 kg/cm2


PISO 1 MURO X5

SABEMOS:




PS= 7.69 ton

CONSIDERANDO

2.720.13 B= 1.25

H= 0.8L= 2.72





σadm= 15 tn/m2



M sismo X: 26 ton-m


p. propio= P= 6.26


qmax= 20.9689759 > 19.5 VERIFICARqmin= 12.7680483 < 19.5 OK


DISEÑO



q= P(B*L)+/-6M/(B*L^2)



Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 0.56 m

Mu= 12.427 t-m


σ=6*M/(1*H^ σ= 116.50 t/m2σ= 11.65 kg/cm2



fr= 26.46 kg/cm2


PISO 1 MURO X6

SABEMOS:




PS= 7.92 ton

CONSIDERANDO2.95

0.13 B= 1.9H= 1.1

L= 2.95





σadm= 15 tn/m2



M sismo X: 20 ton-m


p. propio= P= 14.18


qmax= 11.2004526 < 19.5 OKqmin= 3.31443267 < 19.5 OK


DISEÑO



q= P(B*L)+/-6M/(B*L^2)



Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 0.885 m

Mu= 19.480 t-m


σ=6*M/(1*H^ σ= 96.59 t/m2σ= 9.66 kg/cm2



fr= 26.46 kg/cm2


PISO 1 MURO X7

SABEMOS:




PS= 16.01 ton

CONSIDERANDO3.14

0.13 B= 2.4H= 1.8

L= 3.14





σadm= 15 tn/m2



M sismo X: 10 ton-m


p. propio= P= 31.20


qmax= 8.80009717 < 19.5 OKqmin= -3.72889752 < 19.5 OK


DISEÑO



q= P(B*L)+/-6M/(B*L^2)



Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 1.135 m

Mu= 21.509 t-m


σ=6*M/(1*H^ σ= 39.83 t/m2σ= 3.98 kg/cm2



fr= 26.46 kg/cm2


PISO 1 MURO X8

SABEMOS:




PS= 20.42 ton

CONSIDERANDO

4.460.13 B= 1.5

H= 0.8L= 4.46





σadm= 15 tn/m2



M sismo X: 20 ton-m


p. propio= P= 12.31


qmax= 8.91482236 < 19.5 OKqmin= -0.87122607 < 19.5 OK


DISEÑO



q= P(B*L)+/-6M/(B*L^2)



Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 0.685 m

Mu= 7.257 t-m


σ=6*M/(1*H^ σ= 68.04 t/m2σ= 6.80 kg/cm2



fr= 26.46 kg/cm2


PISO 1 MURO X9

SABEMOS:




PS= 16.02 ton

CONSIDERANDO2.86

0.13 B= 2.6H= 1.4

L= 2.86





σadm= 15 tn/m2



M sismo X: 19 ton-m


p. propio= P= 23.94


qmax= 10.7348589 < 19.5 OKqmin= -0.01400365 < 19.5 OK



Por cortee Pu= 151 tonMu= 68.103 ton-m

q= P(B*L)+/-6M/(B*L^2)



Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 1.235 m

Mu= 30.139 t-m


σ=6*M/(1*H^ σ= 92.26 t/m2σ= 9.23 kg/cm2



fr= 26.46 kg/cm2


PISO 1 MURO X10

SABEMOS:




PS= 17.43 ton

CONSIDERANDO3.14

0.13 B= 1.6H= 0.8

L= 3.14





σadm= 15 tn/m2



M sismo X: 20 ton-m


p. propio= P= 9.24


qmax= 12.9153723 < 19.5 OKqmin= 2.29822661 < 19.5 OK


DISEÑO



q= P(B*L)+/-6M/(B*L^2)



Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 0.735 m

Mu= 15.867 t-m


σ=6*M/(1*H^ σ= 148.76 t/m2σ= 14.88 kg/cm2



fr= 26.46 kg/cm2


PISO 1 MURO X11

SABEMOS:




PS= 8.81 ton

CONSIDERANDO1.92

0.13 B= 2.6H= 1.5

L= 1.92





σadm= 15 tn/m2



M sismo X: 18 ton-m


p. propio= P= 17.22


qmax= 16.4837768 < 19.5 OKqmin= 6.05228085 < 19.5 OK


DISEÑO



q= P(B*L)+/-6M/(B*L^2)



Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 1.235 m

Mu= 56.078 t-m


σ=6*M/(1*H^ σ= 149.54 t/m2σ= 14.95 kg/cm2



fr= 26.46 kg/cm2


PISO 1 MURO X12

SABEMOS:




PS= 13.40 ton

CONSIDERANDO3.14

0.13 B= 2.6H= 1.5

L= 3.14





σadm= 15 tn/m2



M sismo X: 18 ton-m


p. propio= P= 28.17


qmax= 9.30427394 < 19.5 OKqmin= -0.87828069 < 19.5 OK




q= P(B*L)+/-6M/(B*L^2)



Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 1.235 m

Mu= 23.586 t-m


σ=6*M/(1*H^ σ= 62.90 t/m2σ= 6.29 kg/cm2



fr= 26.46 kg/cm2


PISO 1 MURO X13

SABEMOS:




PS= 17.15 ton

CONSIDERANDO#NAME?

0.13 B= 2.6H= 1.5

L= #NAME?

Calculamos el peso propio: #NAME? Ton


qmax/min= #NAME? #NAME? 15 #NAME?


σadm= 15 tn/m2



M sismo X: 18 ton-m


p. propio= P= #NAME?


qmax= #NAME? #NAME? 19.5 #NAME?qmin= #NAME? #NAME? 19.5 #NAME?


DISEÑO



q= P(B*L)+/-6M/(B*L^2)

qumax = #NAME? t/m2qumin= #NAME? t/m2


Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 1.235 m

Mu= #NAME? t-m


σ=6*M/(1*H^ σ= #NAME? t/m2σ= #NAME? kg/cm2



fr= 26.46 kg/cm2

Entonces: σ < fr #NAME?

PISO 1 MURO X14

SABEMOS:




PS= 15.69 ton

CONSIDERANDO#NAME?

0.13 B= 1.25H= 0.8

L= #NAME?

Calculamos el peso propio: #NAME? Ton


qmax/min= #NAME? #NAME? 15 #NAME?


σadm= 15 tn/m2



M sismo X: 18 ton-m


p. propio= P= #NAME?


qmax= #NAME? #NAME? 19.5 #NAME?qmin= #NAME? #NAME? 19.5 #NAME?


DISEÑO



q= P(B*L)+/-6M/(B*L^2)

qumax = #NAME? t/m2qumin= #NAME? t/m2


Mu=qu*(lv^2)/2 lv=(B-t)/2 lv= 0.56 m

Mu= #NAME? t-m


σ=6*M/(1*H^ σ= #NAME? t/m2σ= #NAME? kg/cm2



fr= 26.46 kg/cm2

Entonces: σ < fr #NAME?

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