Excel Albañileria Diseño de Muros (2)

muro x1area total 11.97

muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 4.86 0.15 2.40 1.80 3.15Viga Solera 7.28 0.23 0.20 2.40 0.80Parapeto 7.28 0.15 1.00 1.70 1.86Tabiqueria 11.97 0.12 1.44Alfeizar 2.40 0.15 1.00 0.00 0.00Losa Aligerada 10.29 0.30 3.09Acabados 11.97 0.10 1.20

PD = 11.54

CARGA VIVA DEL TECHO S/C 0.10 11.97 1.20

PL = 1.20

P= PD + PL 12.74 3

muro 3 2do pisoPERMANENTE largo ancho alto peso TOTALPeso muro 4.86 0.15 2.40 1.8 3.15Viga Solera 7.282 0.23 0.20 2.4 0.80Tabiqueria 2.40 0.15 1.00 1.70 0.61Tabiqueria 1.85 0.15 2.40 1.70 1.13Losa Aligerada 10.29 0.3 3.09Acabados 11.97 0.1 1.20

PD = 9.98PD = 21.52

CARGA VIVA DE PISOS/C 0.20 11.97 2.39

PL = 3.59

P= PD + PL 25.11

2do pisoPD = 9.98PD = 31.50

P= PD + PL 37.48PL = 2.39

PL = 5.98

muro 1er pisoPERMANENTE largo ancho alto peso TOTALPeso muro 4.86 0.15 2.40 1.8 3.15

Viga Solera 7.28 0.23 0.20 2.4 0.80Tabiqueria 2.40 0.15 1.00 1.7 0.61Losa Aligerada 10.29 0.3 3.09Acabados 11.97 0.1 1.20

PD = 8.85PD = 40.35


PL = 8.38

P= PD + PL 48.73

ESFUERZO AXIALES:DATOS:

F'm = 65 kg/cm2 0.2 f'm [ 1 - (h/35*t)2]L = 486 Cm 13.00t = 13 Cmh = 2.4 m 0.15 f'm

9.75 kg/m2

σm = 7.71 kg/m2

datos q cambian

MURO PD PL4 PISO 11.54 1.203 PISO 21.52 3.592 PISO 31.50 5.981 PISO 40.35 8.38

muro X2area total 16.07

muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.70 0.25 2.40 1.80 4.00Viga Solera 4.43 0.23 0.20 2.40 0.49Parapeto 0.00 0.15 1.00 1.70 0.00Tabiqueria 16.07 0.12 1.93

1.73 0.00 2.40 1.70 0.00Losa Aligerada 15.05 0.30 4.51Acabados 16.07 0.10 1.61

PD = 12.54


PL = 1.61

P= PD + PL 14.15

muro 3 2do pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.7 0.25 2.40 1.8 4.00Viga Solera 4.43 0.23 0.20 2.4 0.49Tabiqueria 4.78 0.15 2.40 1.70 2.93

1.73 0.25 2.40 1.70 1.76Losa Aligerada 15.05 0.3 4.51Acabados 16.07 0.1 1.61

PD = 15.30PD = 27.84


PL = 4.82

P= PD + PL 32.66

2do pisoPD = 15.30PD = 43.13

P= PD + PL 51.17PL = 3.21

PL = 8.03


Viga Solera 4.43 0.23 0.20 2.4 0.49Tabiqueria 0.00 0.15 0.00 1.7 0.00Losa Aligerada 15.05 0.3 4.51Acabados 16.07 0.1 1.61

PD = 10.61PD = 53.74


PL = 11.25

P= PD + PL 64.98



9.75 kg/m2

σm = 7.64 kg/m2

datos q cambian



muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.05 0.15 2.40 1.80 1.98Viga Solera 4.95 0.23 0.20 2.40 0.55Parapeto 3.05 0.15 2.20 1.70 1.71Tabiqueria 0.70 0.10 2.40 1.70 0.29Losa Aligerada 3.61 0.30 1.08Acabados 4.75 0.10 0.48Cobertura l.p 4.75 0.12 0.57peso escalera 1.50 1.50losa escalera (techo) 2.43 0.30 0.73

PD = 8.88


PL = 0.48

P= PD + PL 9.36

muro 3 2do pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.05 0.15 2.40 1.8 1.98Viga Solera 4.95 0.23 0.20 2.4 0.55Tabiqueria 0.70 0.10 2.40 1.70 0.29Losa Aligerada 3.61 0.3 1.08Acabados 4.75 0.1 0.48peso escalera 1.50 1.50

PD = 5.87PD = 14.75


PL = 1.43

P= PD + PL 16.18

2do pisoPD = 5.87PD = 20.62

P= PD + PL 23.00PL = 0.95

PL = 2.38

muro 1er piso

PERMANENTE largo ancho alto peso TOTALPeso muro 3.05 0.15 2.40 1.8 1.98Viga Solera 4.95 0.23 0.20 2.4 0.55Tabiqueria 0.70 0 2.40 1.7 0.00

3.05 0 2.20 1.7 0.00Losa Aligerada 3.61 0.3 1.08Acabados 4.75 0.1 0.48peso escalera 1.50 1.50

PD = 5.58PD = 26.21


PL = 3.33

P= PD + PL 29.53


F'm = 65 kg/cm2 0.2 f'm [ 1 - (h/35*t)2]L = 305.47 Cm 13.00t = 13 Cmh = 2.6 m 0.15 f'm

9.75 kg/m2

σm = 7.44 kg/m2

datos q cambianMURO PD PL4 PISO 8.88 0.483 PISO 14.75 1.432 PISO 20.62 2.381 PISO 26.21 3.33


muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.05 0.15 2.40 1.80 1.98Viga Solera 4.70 0.23 0.20 2.40 0.52Parapeto 3.05 0.15 2.20 1.70 1.71Tabiqueria 1.66 0.15 2.40 1.70 1.02Losa Aligerada 6.25 0.30 1.88Acabados 7.34 0.10 0.73Cobertura L.P 7.34 0.12 0.88peso escalera 1.50 1.50losa escalera (techo) 2.43 0.30 0.73peso T.E. 0.90 0.60 3.77 2.04

PD = 12.98


PL = 0.73

P= PD + PL 13.72

muro 3 2do pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.05 0.15 2.40 1.8 1.98Viga Solera 4.7 0.23 0.20 2.4 0.52Tabiqueria 1.66 0.15 2.40 1.70 1.02Losa Aligerada 6.25 0.3 1.88Acabados 7.34 0.1 0.73peso escalera 1.50 1.50

PD = 7.62PD = 20.61


PL = 2.20

P= PD + PL 22.81

2do pisoPD = 7.62PD = 28.23

P= PD + PL 31.90PL = 1.47

PL = 3.67

muro 1er pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.05 0.15 2.40 1.8 1.98Viga Solera 4.70 0.23 0.20 2.4 0.52Tabiqueria 0.83 0.15 1.00 1.7 0.21Losa Aligerada 6.25 0.3 1.88Acabados 7.34 0.1 0.73peso escalera 1.50 1.50

PD = 5.32PD = 33.55


PL = 5.14

P= PD + PL 38.69



9.75 kg/m2

σm = 9.74 kg/m2



muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.80 0.25 2.40 1.80 4.10Viga Solera 4.43 0.23 0.20 2.40 0.49Cobertura 15.32 0.12 1.84Losa Aligerada 14.30 0.30 4.29Acabados 15.32 0.10 1.53

PD = 12.25


PL = 1.53

P= PD + PL 13.78

muro 3 2do pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.80 0.25 2.40 1.8 4.10Viga Solera 4.43 0.23 0.20 2.4 0.49Tabiqueria 2.68 0.15 15.32 0.12 0.74Losa Aligerada 14.30 0.3 4.29Acabados 15.32 0.1 1.53

PD = 11.15PD = 23.40


PL = 4.59

P= PD + PL 28.00

2do pisoPD = 11.15PD = 34.56

P= PD + PL 42.21PL = 3.06

PL = 7.66

muro 1er pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.80 0.25 2.40 1.8 4.10Viga Solera 4.43 0.23 0.20 2.4 0.49Tabiqueria 2.68 0.15 0.90 1.7 0.62Losa Aligerada 14.30 0.3 4.29

Acabados 15.32 0.1 1.53PD = 11.03

PD = 45.58CARGA VIVA DEL TECHO S/C 0.20 15.32 3.06

PL = 10.72

P= PD + PL 56.31



9.75 kg/m2

σm = 6.44 kg/m2

datos q cambian



muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.05 0.25 2.40 1.80 3.30Viga Solera 4.28 0.23 0.20 2.40 0.47Parapeto 0.80 0.15 1.00 1.70 0.20Cobertura 8.56 0.12 1.03Losa Aligerada 7.57 0.30 2.27Acabados 8.56 0.10 0.86

PD = 8.13


PL = 0.86

P= PD + PL 8.99


PD = 7.15PD = 15.28


PL = 2.57

P= PD + PL 17.84

2do pisoPD = 7.15PD = 22.42

P= PD + PL 26.70PL = 1.71

PL = 4.28

muro 1er pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.05 0.25 2.40 1.8 3.30Viga Solera 4.28 0.23 0.20 2.4 0.47Tabiqueria 3.25 0.15 2.40 1.7 1.99

Losa Aligerada 7.57 0.3 2.27Acabados 8.56 0.1 0.86

PD = 8.89PD = 31.31


PL = 5.99

P= PD + PL 37.30



9.75 kg/m2

σm = 5.31 kg/m2

datos q cambian



muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 4.55 0.15 2.40 1.80 2.95Viga Solera 7.13 0.23 0.20 2.40 0.79Parapeto 7.13 0.15 1.00 1.70 1.82

Cobertura 11.16 0.12 1.34Losa Aligerada 9.52 0.30 2.86Acabados 11.16 0.10 1.12

PD = 10.86


PL = 1.12

P= PD + PL 11.98


PD = 8.69PD = 19.55


PL = 3.35

P= PD + PL 22.90

2do pisoPD = 8.69PD = 28.24

P= PD + PL 33.81PL = 2.23

PL = 5.58

muro 1er pisoPERMANENTE largo ancho alto peso TOTALPeso muro 4.55 0.15 2.40 1.8 2.95Viga Solera 7.13 0.23 0.20 2.4 0.79

Tabiqueria 2.38 0.15 2.40 1.7 1.46Losa Aligerada 9.52 0.3 2.86Acabados 11.16 0.1 1.12

PD = 9.16PD = 37.40


PL = 7.81

P= PD + PL 45.21



9.75 kg/m2

σm = 7.64 kg/m2

datos q cambian


muro Y1area total 13.74

muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 12.10 0.15 2.40 1.80 7.84Viga Solera 12.10 0.23 0.20 2.40 1.34Parapeto 12.10 0.15 1.00 1.70 3.09Coobertura 13.74 0.12 1.65

0.00Losa Aligerada 10.96 0.30 3.29Acabados 13.74 0.10 1.37

PD = 18.57


PL = 1.37

P= PD + PL 19.95

muro 3 2do pisoPERMANENTE largo ancho alto peso TOTALPeso muro 12.10 0.15 2.40 1.8 7.84Viga Solera 12.10 0.23 0.20 2.4 1.34Tabiqueria 0.90 0.15 2.40 1.70 0.55Alfeizar 1.85 0.15 1.00 1.70 0.47Losa Aligerada 10.96 0.3 3.29Acabados 13.74 0.1 1.37

PD = 14.86PD = 33.43


PL = 4.12

P= PD + PL 37.55

2do pisoPD = 14.86PD = 48.29

P= PD + PL 55.16PL = 2.75

PL = 6.87


Viga Solera 12.10 0.23 0.20 2.40 1.34Alfeizar 1.85 0.15 1.00 1.70 0.47Losa Aligerada 10.96 0.30 3.29Acabados 13.74 0.10 1.37

PD = 14.31PD = 62.60


PL = 9.62

P= PD + PL 72.22



9.75 kg/m2

σm = 4.59 kg/m2

datos q cambian



muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.55 0.25 2.40 1.80 3.83Viga Solera 5.36 0.23 0.20 2.40 0.59Cobertura 6.35 0.12 0.76


PD = 7.36


PL = 0.63

P= PD + PL 7.99

muro 3 2do pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.55 0.25 2.40 1.8 3.83Viga Solera 5.36 0.23 0.20 2.4 0.59


PD = 6.60PD = 13.95


PL = 1.90

P= PD + PL 15.86

2do pisoPD = 6.60PD = 20.55

P= PD + PL 23.72PL = 1.27

PL = 3.17

muro 1er pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.55 0.25 2.40 1.8 3.83Viga Solera 5.36 0.23 0.20 2.4 0.59


PD = 6.60PD = 27.15


PL = 4.44

P= PD + PL 31.59



9.75 kg/m2

σm = 3.87 kg/m2

0

datos q cambian



muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.45 0.25 2.40 1.80 3.73Viga Solera 6.33 0.23 0.20 2.40 0.70Cobertura 8.73 0.12 1.05Losa Aligerada 7.28 0.30 2.18Acabados 8.73 0.10 0.87

PD = 8.53


PL = 0.87

P= PD + PL 9.40


PD = 8.89PD = 17.42


PL = 2.62

P= PD + PL 20.04

2do pisoPD = 8.89PD = 26.31

P= PD + PL 30.67PL = 1.75

PL = 4.37

muro 1er pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.45 0.25 2.40 1.8 3.73Viga Solera 6.33 0.23 0.20 2.4 0.70Losa Aligerada 7.28 0.3 2.18Acabados 8.73 0.1 0.87

PD = 7.48PD = 33.79


PL = 6.11

P= PD + PL 39.90



9.75 kg/m2

σm = 5.03 kg/m2

datos q cambian



muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 2.80 0.15 2.40 1.80 1.81Viga Solera 3.15 0.23 0.20 2.40 0.35Losa Aligerada 4.35 0.30 1.30Cobertura L.P 5.07 0.12 0.61Acabados 5.07 0.10 0.51

PD = 4.58


PL = 0.51

P= PD + PL 5.09

muro 3 2do pisoPERMANENTE largo ancho alto peso TOTALPeso muro 2.8 0.15 2.40 1.8 1.81Viga Solera 3.15 0.23 0.20 2.4 0.35Losa Aligerada 4.35 0.3 1.30Acabados 5.07 0.1 0.51

PD = 3.97PD = 8.56


PL = 1.52

P= PD + PL 10.08

2do pisoPD = 3.97PD = 12.53

P= PD + PL 15.07PL = 1.01

PL = 2.54

muro 1er pisoPERMANENTE largo ancho alto peso TOTALPeso muro 2.8 0.15 2.40 1.8 1.81Viga Solera 3.15 0.23 0.20 2.4 0.35Losa Aligerada 4.35 0.3 1.30Acabados 5.07 0.1 0.51

PD = 3.97

PD = 16.50CARGA VIVA DEL TECHO S/C 0.20 5.07 1.01

PL = 3.55

P= PD + PL 20.05



9.75 kg/m2

σm = 5.51 kg/m2

datos q cambian



muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 6.65 0.15 2.40 1.80 4.31Viga Solera 7.20 0.23 0.20 2.40 0.79Parapeto 3.95 0.15 1.00 1.70 1.01muro escalera 2.70 0.15 2.20 1.70 1.51Tabiqueria 0.00 0.15 2.40 1.70 0.00Alfeizar 0.65 0.15 1.00 1.70 0.17Losa Aligerada 2.23 0.30 0.67Acabados 3.89 0.10 0.39peso escalera 1.50 1.50losa escalera (techo) 1.62 0.30 0.49peso T.E. 0.90 0.60 3.77 2.04Coobertura 3.89 0.12 0.47

PD = 13.34


PL = 0.39

P= PD + PL 13.73

muro 3 2do pisoPERMANENTE largo ancho alto peso TOTALPeso muro 6.65 0.15 2.40 1.8 4.31Viga Solera 7.2 0.23 0.20 2.4 0.79Alfeizar 0.65 0.15 1.00 1.70 0.17Losa Aligerada 2.23 0.3 0.67Acabados 3.89 0.1 0.39

PD = 6.33PD = 19.66


PL = 1.17

P= PD + PL 20.83

2do pisoPD = 6.33PD = 25.99

P= PD + PL 27.93PL = 0.78

PL = 1.94

muro 1er pisoPERMANENTE largo ancho alto peso TOTALPeso muro 6.65 0.15 2.40 1.8 4.31Viga Solera 7.20 0.23 0.20 2.4 0.79Tabiqueria 0.65 0.15 1.00 1.7 0.17Losa Aligerada 2.23 0.3 0.67Acabados 3.89 0.1 0.39

PD = 6.33PD = 32.32


PL = 2.72

P= PD + PL 35.04



9.75 kg/m2

σm = 4.05 kg/m2

datos q cambian



muro 4 pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.55 0.15 2.40 1.80 2.30Viga Solera 4.73 0.23 0.20 2.40 0.52Parapeto 1.18 0.15 1.00 1.70 0.30Cobertura L.P 3.94 0.12 0.47Losa Aligerada 2.85 0.30 0.85Acabados 3.94 0.10 0.39

PD = 4.84


PL = 0.39

P= PD + PL 5.24

muro 3 2do pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.55 0.15 2.40 1.8 2.30Viga Solera 4.73 0.23 0.20 2.4 0.52Alfeizar 1.18 0.15 1.00 1.70 0.30Losa Aligerada 2.85 0.3 0.85Acabados 3.94 0.1 0.39

PD = 4.37PD = 9.22


PL = 1.18

P= PD + PL 10.40

2do pisoPD = 4.37PD = 13.59

P= PD + PL 15.56PL = 0.79

PL = 1.97

muro 1er pisoPERMANENTE largo ancho alto peso TOTALPeso muro 3.55 0.15 2.40 1.8 2.30Viga Solera 4.73 0.23 0.20 2.4 0.52Tabiqueria 1.18 0.15 2.40 1.7 0.72

Alfeizar 1.18 0.15 1.00 1.70 0.30Losa Aligerada 2.85 0.3 0.85Acabados 3.94 0.1 0.39

PD = 5.09PD = 18.68


PL = 2.76

P= PD + PL 21.44



9.75 kg/m2

σm = 4.65 kg/m2

datos q cambian


predimensionamiento de escalera

t= Ln= 1.15+(7*0.25)Ln= 2.9 m

t= 0.1305

t1= 0.145

t2= 0.116

0.800.99990159

Hm= 0.2230

cosϴ=

𝐿𝑛/(𝑐𝑡𝑒 (20 ó 25))(𝑡_1+𝑡_2)/2𝐿_𝑛/20𝐿_𝑛/25

𝑃/√(𝑃^2+ 〖𝐶𝑃〗 ^2 )

𝑡/𝑐𝑜𝑠𝜃+𝐶𝑃/2

DATOS

p = 0.25 mcp = 0.185 m

t = 0.13 mB = 1.20 mY = 2400.00 kgϴ =

Calculando el peso (P) para un peldaño y la garganta correspondiente del tramo inclinadose tendrá (ver Fig. 1.28):

Luego, la carga repartida por unidad de área en planta producida por el peso propio deltramo inclinado (w (pp)) será: w(pp) = P / (8 p) = y [ % cp + t / Cos el; o lo que es lomismo:

W(pp)= 611.629 kg/m20.612 ton/m2

De esta manera, la carga por unidad de ancho y unidad de longitud horizontal será (ver

EscalerasLas cargas correspondientes a los acabados y sobrecarga actuantes en la escalera (Fig.1.28). se expresan en kilogramos por metro cuadrado de área en planta (horizontal); sin embargo, el peso propio del tramo inclinado está distribuido a lo largo de su Longitud, por lo que será necesario transformarlo en una carga equivalente por unidad de área en planta, para esto, se asumirá que el peso volumétrico (y) del peldaño (concreto no reforzado:y = 2300 kg/m3 ) es similar al peso volumétrico de la garganta (concreto armado:y = 2400 kg/m3).

la Fig. 1.29):

Tramo Inclinado:

peso propio = 611.63 kg/m2acabados = 100 kg/m2

wD = 711.63 kg/m2 wL = 400 kg/m20.712 ton/m2

Descanso:

peso propio = 480 kg/m2acabados = 100 kg/m2

wD = 580.00 kg/m2 wL = 400 kg/m20.580 ton/m2

Estas cargas se multiplicarán por el ancho (B) de cada tramo para obtener las cargas enkg/m:

Tramo Inclinado (B = 1.20 m): wD = 711.63x 1.2 = 853.95 kg/m2wL = 400 x 1.2 = 480 kg/m2

Descanso (B = 1.20 m): wD = 580.0 x 1.2 = 696.00 kg/m2wL = 400 x 1.2 = 480 kg/m2

Escalera:wl2=

DATOS

p = 0.25 mcp = 0.185 m

t = 0.13 mB = 1.20 mY = 2400.00 kgϴ = 0.80

Las cargas correspondientes a los acabados y sobrecarga actuantes en la escalera (Fig.1.28). se expresan en kilogramos por metro cuadrado de área en planta (horizontal); sin embargo, el peso propio del tramo inclinado está distribuido a lo largo de su Longitud, por lo que será necesario transformarlo en una carga equivalente por unidad de área en planta, para esto, se asumirá que el peso

DATOS VE Y ME RISA 3D

X + EXCENTRICIDAD Z POSITIVA1er piso 2do piso 3er piso

MURO Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton)X1 -19.022 105.662 -15.704 59.447 -16.12X2 -19.184 56.649 -14.193 32.559 -13.384X3 -9.214 42.44 -8.484 42.269 -4.07X4 -8.085 47.206 -6.197 25.758 -2.904X5 -18.526 55.385 -14.012 32.106 -13.313X6 -12.117 62.934 -12.958 63.362 -4.696X7 -10.118 59.577 -8.392 34.462 -8.657

X- EXCENTRICIDAD Z POSITIVA1er piso 2do piso 3er piso

MURO Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton)X1 -17.901 97.309 -17.027 52.851 -6.737X2 -18.555 5.153 -13.898 31.613 -12.946X3 -9.032 41.288 -7.738 23.039 -3.965X4 -8.241 44.422 -6.472 24.667 -3.144X5 -19.442 57.692 -14.706 33.321 -8.575X6 -12.67 68.171 -12.652 35.657 -5.056X7 -11.263 65.481 -9.322 37.814 -9.282

VALORES MAXIMO Y ABSOLUTOS DE VE Y ME

Fuerzas internas Ve(Ton) y Me(Ton-m) ante sismo moderado X-X DISEÑO

MUROPiso 1 Piso 2 Piso 3

Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton)X1 19.022 105.662 17.027 59.447 16.12X2 19.184 56.649 14.193 32.559 13.384X3 9.214 42.44 8.484 42.269 4.07X4 8.241 47.206 6.472 25.758 3.144X5 19.442 57.692 14.706 33.321 13.313X6 12.67 68.171 12.958 63.362 5.056X7 11.263 65.481 9.322 37.814 9.282

Z + EXCENTRICIDAD POSITIVA X3er piso 4to piso 1er piso

Me(Ton-m) Ve(Ton) Me(Ton-m) MURO Ve(Ton) Me(Ton-m)37.326 -1.983 3.628 Y1 46.089 -282.83810.804 -7.342 4.87 Y2 6.428 -30.858.417 -1.403 1.49 Y3 6.094 -32.0269.121 -2.697 1.83 Y4 6.06 -24.264

21.457 -3.647 3.892 Y5 22.064 -116.2311.658 -1.274 1.707 Y6 6.717 -40.32824.834 -1.411 3.162

Z - EXCENTRICIDAD POSITIVA X3er piso 4to piso 1er piso

Me(Ton-m) Ve(Ton) Me(Ton-m) MURO Ve(Ton) Me(Ton-m)19.343 -6.688 2.009 Y1 54.998 -328.29410.678 -3.664 3.875 Y2 5.332 -25.6418.198 -3.23 1.137 Y3 5.055 -26.6419.114 -3.017 2.065 Y4 5.002 -20.076

14.046 -3.815 3.983 Y5 4.663 -85.76512.12 -5.04 0.359 Y6 5.513 -32.911

14.073 -1.558 3.427

VALORES MAXIMO Y ABSOLUTOS DE VE Y ME VALORES MAXIMO Y ABSOLUTOS DE VE Y ME

Fuerzas internas Ve(Ton) y Me(Ton-m) ante sismo moderado X-X DISEÑO Fuerzas internas Ve(Ton) y Me(Ton-m) ante sismo moderado Y-Y DISEÑOPiso 3 Piso 4

MUROPiso 1

Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m)37.326 6.688 3.628 Y1 54.998 328.29410.804 7.342 4.87 Y2 6.428 30.858.417 3.23 1.49 Y3 6.094 32.0269.121 3.017 2.065 Y4 6.06 24.264

21.457 3.815 3.983 Y5 22.064 116.2312.12 5.04 1.707 Y6 6.717 40.328

24.834 1.558 3.427

DATOS VE Y ME RISA 3D

Z + EXCENTRICIDAD POSITIVA X2do piso 3er piso 4to piso

Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m)37.44 -174.726 37.427 -73.055 6.152 -17.5196.794 -29.076 5.24 -3.697 0.973 -0.6024.849 -17.272 2.309 -5.835 0.664 -0.8516.018 -10.029 2.289 -2.526 2.224 1.761

22.851 -117.056 18.68 -38.766 9.424 -4.4576.637 -21.107 2.621 -7.272 0.862 -1.093

Z - EXCENTRICIDAD POSITIVA X2do piso 3er piso 4to piso

Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m)55.155 -216.322 44.348 -88.657 22.144 -21.2055.325 -12.416 2.233 -4.347 2.226 0.6155.405 -26.511 1.928 -4.887 0.567 -0.7384.045 -9.594 1.895 -2.12 0.5 0.37417.54 -51.488 7.694 -19.301 2.745 -3.7084.353 -17.663 4.423 -10.496 2.147 -0.877

VALORES MAXIMO Y ABSOLUTOS DE VE Y ME

Fuerzas internas Ve(Ton) y Me(Ton-m) ante sismo moderado Y-Y DISEÑOPiso 2 Piso 3 Piso 4

Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m)55.155 216.322 44.348 88.657 22.144 21.2056.794 29.076 5.24 4.347 2.226 0.6155.405 26.511 2.309 5.835 0.664 0.8516.018 10.029 2.289 2.526 2.224 1.761

22.851 117.056 18.68 38.766 9.424 4.4576.637 21.107 4.423 10.496 2.147 1.093

1 Metrado de cargas / Permanente y viva por muro

Muro Primer piso Segundo piso Tercer piso Cuarto piso

X1 40.351 8.38 42.445 31.50 5.98 32.997 21.52 3.590 22.42 11.54 1.197 11.84X2 53.739 11.25 56.551 43.13 8.03 45.142 27.84 4.820 29.04 12.54 1.607 12.94X3 26.209 3.33 27.040 20.62 2.38 21.218 14.75 1.425 15.11 8.88 0.475 9.00X4 33.553 5.14 34.837 28.23 3.67 29.150 20.61 2.201 21.16 12.98 0.734 13.17X5 45.585 10.72 48.265 34.56 7.66 36.471 23.40 4.595 24.55 12.25 1.532 12.63X6 31.310 5.99 32.807 22.42 4.28 23.491 15.28 2.567 15.92 8.13 0.856 8.34X7 37.399 7.81 39.351 28.24 5.58 29.630 19.55 3.347 20.39 10.86 1.116 11.14

Y1 62.600 9.62 65.005 48.29 6.87 50.009 33.43 4.122 34.46 18.57 1.374 18.91Y2 27.145 4.44 28.256 20.55 3.17 21.343 13.95 1.905 14.43 7.36 0.635 7.52Y3 33.788 6.11 35.316 26.31 4.37 27.398 17.42 2.620 18.07 8.53 0.873 8.75Y4 16.504 3.55 17.392 12.53 2.54 13.164 8.56 1.522 8.94 4.58 0.507 4.71Y5 32.319 2.72 32.999 25.99 1.94 26.478 19.66 1.166 19.96 13.34 0.389 13.43Y6 18.683 2.76 19.372 13.59 1.97 14.081 9.22 1.181 9.51 4.84 0.394 4.94

2 Calculo de fuerzas inducidas por sismo moderado

CALCULO MANUAL CORTANTES (Ve) - MOMENTOS (Me)

Fuerzas internas Ve(Ton) y Me(Ton-m) ante sismo moderado X-X Fuerzas internas Ve(Ton) y Me(Ton-m) ante sismo moderado Y-Y

MURO Piso 1 Piso 2 Piso 3 Piso 4 MURO Piso 1 Piso 2 Piso 3 Piso 4Ve Me Ve Me Ve Me Ve Me Ve Me Ve Me Ve Me Ve Me

MX1 15.79 95.498 11.49 58.786 8.79 22.074 5.01 -14.638 MY1 34.10 230.646 24.80 141.986 18.99 53.326 10.82 -35.334MX2 20.37 137.774 14.81 84.812 11.34 31.850 6.47 -21.112 MY2 16.28 110.292 11.87 67.964 9.09 25.636 5.18 -16.692MX3 9.51 64.298 6.92 39.572 5.29 14.846 3.01 -9.880 MY3 13.91 94.198 10.14 58.032 7.76 21.866 4.42 -14.300MX4 8.91 60.268 6.48 37.102 4.96 13.936 2.83 -9.230 MY4 7.24 49.270 5.32 30.446 4.07 11.622 2.32 -7.202MX5 20.42 138.086 14.85 84.994 11.37 31.902 6.47 -21.190 MY5 18.74 128.648 13.96 79.924 10.69 31.200 6.09 -17.524MX6 14.77 99.918 10.74 61.516 8.23 23.114 4.69 -15.288 MY6 10.83 73.268 7.88 45.110 6.03 16.952 3.44 -11.206MX7 13.80 93.314 10.03 57.434 7.68 21.554 4.38 -14.326

CALCULO RISA 3D CORTANTES (Ve) - MOMENTOS (Me)

Fuerzas internas Ve(Ton) y Me(Ton-m) ante sismo moderado X-X DISEÑO Fuerzas internas Ve(Ton) y Me(Ton-m) ante sismo moderado Y-Y DISEÑO

MUROPiso 1 Piso 2 Piso 3 Piso 4

MUROPiso 1 Piso 2 Piso 3 Piso 4

Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m) Ve(Ton) Me(Ton-m)X1 19.022 105.662 17.027 59.447 16.12 37.326 6.688 3.628 Y1 54.998 328.294 55.155 216.322 44.348 88.657 22.144 21.205X2 19.184 56.649 14.193 32.559 13.384 10.804 7.342 4.87 Y2 6.428 30.85 6.794 29.076 5.24 4.347 2.226 0.615X3 9.214 42.44 8.484 42.269 4.07 8.417 3.23 1.49 Y3 6.094 32.026 5.405 26.511 2.309 5.835 0.664 0.851X4 8.241 47.206 6.472 25.758 3.144 9.121 3.017 2.065 Y4 6.06 24.264 6.018 10.029 2.289 2.526 2.224 1.761

PD/ton PL/ton Pg/ton PD/ton PL/ton Pg/ton PD/ton PL/ton Pg/ton PD/ton PL/ton Pg/ton

DISEÑO DE MUROSPISO 1 AgrietadoDatos del muro a analizarMURO X2E muro= e= 0.23 mAltura de muro= h= 2.60 mLongitud de muro: L= 3.95 mLong. Paño 1Long. Paño 2N° de columnas: Nc= 2Carga permanente PD= 53.74 tnCarga viva PL= 11.25 tnPD+25%PL= PG= 56.55 tnCortante por sismo moderado Ve= 19.18 tnMomento por sismo moderado Me= 56.65 tn-m

Vm= 49.63 tnVu= 49.63 tnMu= 146.55 tn-m

Datos del muro perpendicularesY1

e= 0.23 m

l1= 4.45 ml2= 3.975 m

PD= 62.60 tnPL= 9.62 tnPG= 65.00 tn

Cargas axiales

CARGA DIRECTAPg= 56.55 tn

Longitud de muro: L= 3.95 m

Long. 1 muro l1= 3.95 m

Columna 1 C1D= 28.28 tnColumna 2 C2D= 28.28 tn

Y1

X2

3.975

4.450

3.950

C1 C22

CARGA INDIRECTA

l1= 4.45 ml2= 3.975 m

Lt1= 4.325 mLt2= 3.85 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 1.08 m

0.5*Lt= 2.16

6*t= 1.38 mβ2mayor= 1.38 0.25*Lt= 0.96 m

0.5*Lt= 1.93

β= 1.38

Columna 1 C1I= 44.04 tnColumna 2 C2I= 0 tn

Momento No existe muro transversal con esta columna

h= 2.60 m

L= 3.95 m

Vm= 49.63 tnMu= 146.55 tn-m

M= 82.03 tn-mF= 20.77 tn

DIRECTA 28.28 tn 28.28 tn

INDIRECTA 44.04 tn 0 tn

PC 72.32 tn 28.28 tn

MU FU 20.77 tn 20.77 tn

MU FU 20.77 tn 20.77 tn

No hay cortante a tension dado que no hay columnas interiores

𝑀=𝑀𝑢−1/2 𝑉𝑚.ℎ

𝑇𝑇𝐶𝐶

Dado que es un solo muro transversal, pero aporta una longitud de 1.38 m haciaarriba del eje del muro y hacia abajo del eje de muro..

Maxima tensión

Columna 1 T1= -51.55 tnT1= 0 tn


Máxima compresión

Columna 1 C1= 93.09 tn


Calculo de cortantes

Vm= 49.63 tnL= 3.95 m

Nc= 2

0.5*L= 1.975 mLongitud mayor Lm= 3.95

long.> paño= 3.95 m

Columnas externas Vc1=Vc2= 24.81 tn

24.81 tn 24.81 tn

0 tn 0 tn

93.09 tn 49.05 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127

SERQUEN: solo hay una longitud de por lo que Lpaño es igual a L= 3.95 m

Diseño de columnas de confinamientoCOLUMNA1 A) Calculo del refuerzo vertical

fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 24.81 tnT= 0 tn tn

Asf= 8.69 cm2

Ast= 0 cm2

As= 8.69 cm2

Cantidad Ø As cm2 As x # Ø Cantidad Ø As cm2 As x # Ø Σ Area As RESULTADO2 5/8" 1.98 3.96 4 1/2" 1.27 5.08 9.04 OK

USAR: 2 Ø 5/8"4 Ø 1/2"

B) Calculo de la seccion de concreto(cortante o compresión)

t= 0.23 m

b1.)Por cortante Acf= 833.95 cm2

D X t= 833.95D= 36.26 > 15

OK

DxT= 40 X 23 cm

ф=

𝐴𝑠𝑓=𝑣𝑐/(𝑓𝑦∗𝑢∅)𝐴𝑠𝑡=𝑇/(∅∗𝑓𝑦)

𝐴𝑐𝑓=𝑣𝑐/(0.2∗𝑓^′ 𝑐∗∅)

𝐴𝑠=𝐴𝑠𝑓+𝐴𝑠𝑡

C185

SERQUEN: ANCHO DEL MURO O INSERTAR UNA DIMENSION

b1.)Compresion0.7

C= 93.09 tnδ= 1 Con muro transversal

rec= 2

An= 647.815 cm2

D= 38.096 cm

D= 40 cmDIMENSIONES FINALES

DxT= 40 X 23

C.)Verificacion de la cuantia minima

3.83 cm2Asmin=

2 cm2

Asminf= 3.83 cm2

OK

D) Calculo del refuerzo transversal(estribos)d.1.) Dentro de la zona confinada

An= 684 cm2Av= 1/4" 0.64 cm2 OKtn= 19 cmAc= 920 cm2

S1= 7.81 cm

S2= 6.74 cm

S3= 10 cm 10 cm5 cm

S4= 10 cm

S. max= Sf= 6.74 cm cmSf= 7 cm

d.2.) Fuerza de zona de confinamiento

Smax= 25 cm

d.3.) Distribucion estribos 60 cmLo= 60 cm

45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.07 rto @ 0.25 c / ext

ф=

𝐴𝑛𝑏=(𝐷−4)(𝑡−4)𝐴𝑛=𝐴𝑠+(𝐶⁄∅−𝐴𝑠.𝐹𝑦)/(0.85∗𝛿∗𝑓^′ 𝑐)

S1=( . )/(0.3𝐴𝑣 𝐹𝑦 ∗𝑡𝑛 ^∗𝑓 ( / −1))′ 𝑐∗ 𝐴𝑐 𝐴𝑛S2=( . )/(0.12𝐴𝑣 𝐹𝑦 ∗𝑡𝑛 ^ )∗𝑓 ′ 𝑐S3= /4𝑑S4=10

𝐴𝑠𝑚𝑖𝑛≥(0.10.𝑓^′ 𝑐.𝐴𝑐)/𝑓𝑦

An<Ac

As>=Asmin

COLUMNA 2A) Calculo del refuerzo vertical

fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 24.81 tn tnT= 0 tn tn

Asf= 8.69 cm2

Ast= 0 cm2

As= 8.69 cm2


USAR: 2 Ø 5/8"4 Ø 1/2"


t= 0.23 m


D X t= 833.95D= 36.26 > 15

OK

DxT= 40 X 23 cm

b1.)Compresion0.7

C= 49.05 tnδ= 0.8 sin muro transversal

rec= 2

An= 278.817 cm2

D= 18.675 cm


DxT= 40 X 23

ф=

ф=


𝐴𝑐𝑓=𝑣𝑐/(0.2∗𝑓^′ 𝑐∗∅)



C293



3.83 cm2Asmin=

2 cm2

Asminf= 3.83 cm2

OK



S1= 7.81 cm

S2= 6.74 cm

S3= 10 cm 10 cm5 cm

S4= 10 cm

S. max= Sf= 6.74 cmSf= 7 cm


Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.07 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E) Calculo del refuerzo horizontal en los muros

PD= 53.74 tnPL= 11.25 tn

L= 3.95 mt= 0.23 m

Vm= 49.63 tnVu= 49.63 tn

f´m= 65 kg/cm2

e.1) NECESITA REFUERZO

e.2) NUMERO DE PISOS 4 Ademas es primer piso NECESITA REFUERZO

e.3)

σm= 71.53 tn/m210.2 cm0.05*f'm= 32.5 tn/m2

NECESITA REFUERZO

CONCLUSIONConsiderando

ab= 1/4" 0.32 cm2

S<= 13.91 cm

S'= 10.20 cmN= 1.3640N= 1 hiladas

Usar : ф 1/4" @ 1 hiladas

𝑆=(𝑎.𝑏)/(0.001.𝑡𝑚)

Vu>=Vm...necesita refuerzo horizontal

DISEÑO DE MUROSPISO 2 No agrietadoDatos del muro a analizarMURO X2E muro= e= 0.23 mAltura de muro= h= 2.60 mLongitud de muro: L= 3.95 mLong. Paño 1Long. Paño 2N° de columnas: Nc= 2Carga permanente PD= 43.13 tnCarga viva PL= 8.03 tnPD+25%PL= PG= 45.14 tnCortante por sismo moderado Ve= 14.19 tnMomento por sismo moderado Me= 32.56 tn-m

Vm= 47.01 tnVu= 42.58 tnMu= 97.68 tn-m


e= 0.23 m

l1= 4.45 ml2= 3.975 m

PD= 48.29 tnPL= 6.87 tnPG= 50.01 tn

Cargas axiales





Y1

X2

3.975

4.450

3.950

C1 C22

CARGA INDIRECTA

l1= 4.45 ml2= 3.975 m

Lt1= 4.325 mLt2= 3.85 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 1.08 m

0.5*Lt= 2.16

6*t= 1.38 mβ2mayor= 1.38 0.25*Lt= 0.96 m

0.5*Lt= 1.93

β= 1.38

Columna 1 C1I= 33.88 tnColumna 2 C2I= 0 tn No existe muro transversal con esta columna

Momentoh= 2.60 m

L= 3.95 m

Vm= 47.01 tnMu= 97.68 tn-m

M= 97.68 tn-mF= 24.73 tn



PC 56.45 tn 22.57 tn

MU FU 24.73 tn 24.73 tn

MU FU 24.73 tn 24.73 tn

𝑀=𝑀𝑢

𝑇𝑇𝐶𝐶



Maxima tensión


Columna 2 T2= 2.16 tnT2= 2.16 tn

Máxima compresión




Vm= 47.01 tnL= 3.95 m

Nc= 2




23.5 tn 23.5 tn

0 tn 2.16 tn

81.18 tn 47.3 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.9Vc= 23.5 tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 3.83 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"

B) Calculo de la seccion de concreto( compresión)

t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 605.940 cm2

D= 35.892 cm


DxT= 40 X 23

ф=

ф=

𝐴𝑠𝑡=𝑇/(∅∗𝑓𝑦)


𝐴𝑠=𝐴𝑠𝑡

E173

SERQUEN: CALCULADO LINEAS ABAJO

H180

SERQUEN: se puede colocar incluso 4 varillas de 3/8" dado que es mayor que 8 mm según norma

C186



3.83 cm2Asmin=

2 cm2

Asminf= 3.83 cm2

OK



S1= 7.81 cm

S2= 6.74 cm

S3= 10 cm 10 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.07 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E211

SERQUEN: ACERO MINIMO 4 VARILLAS DE 8 mm = a 2 cm 2


fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 23.5 tn tnT= 2.16 tn tn

Ast= 0.61 cm2

As= 0.61 cm2

Asmin= 2.40 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 393.613 cm2

D= 24.716 cm


DxT= 25 X 23

ф=

ф=




C285



2.40 cm2Asmin=

2 cm2

Asminf= 2.40 cm2

OK



S1= 6.11 cm

S2= 6.74 cm

S3= 6.25 cm 6.25 cm5 cm

S4= 10 cm

S. max= Sf= 6.11 cm cmSf= 6 cm cm


Smax= 25 cm

d.3.) Distribucion estribos 37.5 cmLo= 45 cm

45 cm

Usar : ф 1/4" 1 @ 0.05 7 @ 0.06 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 43.13 tnPL= 8.03 tn

L= 3.95 mt= 0.23 m

Vm= 47.01 tnVu= 42.58 tn

f´m= 65 kg/cm2

e.1)NO NECESITA REFUERZO

e.2) NUMERO DE PISOS 4 Ademas es piso tipicoNO NECESITA REFUERZO

e.3)

σm= 56.32 tn/m20.05*f'm= 32.5 tn/m2 NECESITA REFUERZO

Vu>=Vm...necesita refuerzo horizontal|


Vm= 43.30 tnVu= 40.15 tnMu= 32.41 tn-m


e= 0.23 m

l1= 4.45 ml2= 3.975 m

PD= 33.43 tnPL= 4.12 tnPG= 34.46 tn

Cargas axiales





Y1

X2

3.975

4.450

3.950

C1 C22

CARGA INDIRECTA

l1= 4.45 ml2= 3.975 m

Lt1= 4.325 mLt2= 3.85 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 1.08 m

0.5*Lt= 2.16

6*t= 1.38 mβ2mayor= 1.38 0.25*Lt= 0.96 m

0.5*Lt= 1.93

β= 1.38


Momentoh= 2.60 m

L= 3.95 m

Vm= 43.30 tnMu= 32.41 tn-m

M= 32.41 tn-mF= 8.21 tn



PC 37.87 tn 14.52 tn

MU FU 8.21 tn 8.21 tn

MU FU 8.21 tn 8.21 tn


𝑀=𝑀𝑢

𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 43.30 tnL= 3.95 m

Nc= 2




21.65 tn 21.65 tn

0 tn 0 tn

46.08 tn 22.73 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.9Vc= 21.65 tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 287.573 cm2

D= 19.135 cm


DxT= 20 X 23

ф=

ф=




E173


H180


C186



1.92 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 5.25 cm

S2= 6.74 cm

S3= 5 cm 5 cm5 cm

S4= 10 cm

S. max= Sf= 5 cmSf= 5 cm


Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E211



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 21.65 tn tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 98.655 cm2

D= 9.192 cm


DxT= 15 X 23

ф=

ф=




C285



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 27.84 tnPL= 4.82 tn

L= 3.95 mt= 0.23 m

Vm= 43.30 tnVu= 40.15 tn

f´m= 65 kg/cm2



e.3)




Vm= 39.60 tnVu= 22.03 tnMu= 14.61 tn-m


e= 0.23 m

l1= 4.45 ml2= 3.975 m

PD= 18.57 tnPL= 1.37 tnPG= 18.91 tn

Cargas axiales





Y1

X2

3.975

4.450

3.950

C1 C22

CARGA INDIRECTA

l1= 4.45 ml2= 3.975 m

Lt1= 4.325 mLt2= 3.85 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 1.08 m

0.5*Lt= 2.16

6*t= 1.38 mβ2mayor= 1.38 0.25*Lt= 0.96 m

0.5*Lt= 1.93

β= 1.38


Momentoh= 2.60 m

L= 3.95 m

Vm= 39.60 tnMu= 14.61 tn-m

M= 14.61 tn-mF= 3.7 tn



PC 19.29 tn 6.47 tn

MU FU 3.7 tn 3.7 tn

MU FU 3.7 tn 3.7 tn


𝑀=𝑀𝑢

𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 39.60 tnL= 3.95 m

Nc= 2




19.8 tn 19.8 tn

0 tn 0 tn

22.99 tn 10.17 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.9Vc= 19.8 tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 78.139 cm2

D= 8.113 cm


DxT= 15 X 23

ф=

ф=




E173


H180


C186



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E211



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 19.8 tn tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= -52.125 cm2

D= 1.257 cm


DxT= 15 X 23

ф=

ф=




C285



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 12.54 tnPL= 1.61 tn

L= 3.95 mt= 0.23 m

Vm= 39.60 tnVu= 22.03 tn

f´m= 65 kg/cm2



e.3)

σm= 15.57 tn/m20.05*f'm= 32.5 tn/m2

NO NECESITA REFUERZO


DISEÑO DE MUROSPISO 1 AgrietadoDatos del muro a analizarMURO X5E muro= e= 0.23 mAltura de muro= h= 2.60 mLongitud de muro: L= 3.95 mLong. Paño 1Long. Paño 2N° de columnas: Nc= 2Carga permanente PD= 45.58 tnCarga viva PL= 10.72 tnPD+25%PL= PG= 48.26 tnCortante por sismo moderado Ve= 19.44 tnMomento por sismo moderado Me= 57.69 tn-m

Vm= 47.72 tnVu= 47.72 tnMu= 141.61 tn-m


e= 0.23 m

l1= 3.375 ml2= 4.325 m

PD= 62.60 tnPL= 9.62 tnPG= 65.00 tn

Cargas axiales





4.325

3.375

3

3.950

2

CARGA INDIRECTA

l1= 3.375 ml2= 4.325 m

Lt1= 3.25 mLt2= 4.2 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 0.81 m

0.5*Lt= 1.63

6*t= 1.38 mβ2mayor= 1.38 0.25*Lt= 1.05 m

0.5*Lt= 2.10

β= 1.38


Momentoh= 2.60 m

L= 3.95 m

Vm= 47.72 tnMu= 141.61 tn-m

M= 79.57 tn-mF= 20.14 tn



PC 73.09 tn 24.13 tn

MU FU 20.14 tn 20.14 tn

MU FU 20.14 tn 20.14 tn



𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 47.72 tnL= 3.95 m

Nc= 2




23.86 tn 23.86 tn

0 tn 0 tn

93.23 tn 44.27 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 23.86 tnT= 0 tn tn

Asf= 8.35 cm2

Ast= 0 cm2

As= 8.35 cm2


USAR: 2 Ø 5/8"4 Ø 1/2"


t= 0.23 m


D X t= 802.02D= 34.87 > 15

OK

DxT= 35 X 23 cm

ф=


𝐴𝑐𝑓=𝑣𝑐/(0.2∗𝑓^′ 𝑐∗∅)


C185


b1.)Compresion0.7


rec= 2

An= 649.159 cm2

D= 38.166 cm


DxT= 40 X 23


3.83 cm2Asmin=

2 cm2

Asminf= 3.83 cm2

OK



S1= 7.81 cm

S2= 6.74 cm

S3= 10 cm 10 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

ф=




An<Ac

As>=Asmin

Usar : ф 1/4" 1 @ 0.05 8 @ 0.07 rto @ 0.25 c / ext


fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 23.86 tn tnT= 0 tn tn

Asf= 8.35 cm2

Ast= 0 cm2

As= 8.35 cm2


USAR: 2 Ø 5/8"4 Ø 1/2"


t= 0.23 m


D X t= 802.02D= 34.87 > 15

OK

DxT= 35 X 23 cm

b1.)Compresion0.7


rec= 2

An= 221.434 cm2

D= 15.654 cm


DxT= 35 X 23

ф=

ф=


𝐴𝑐𝑓=𝑣𝑐/(0.2∗𝑓^′ 𝑐∗∅)



C293



3.35 cm2Asmin=

2 cm2

Asminf= 3.35 cm2

OK



S1= 7.35 cm

S2= 6.74 cm

S3= 8.75 cm 8.75 cm5 cm

S4= 10 cm



Smax= 25 cm

d.3.) Distribucion estribos 52.5 cmLo= 52.5 cm

45 cm

Usar : ф 1/4" 1 @ 0.05 7 @ 0.07 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 45.58 tnPL= 10.72 tn

L= 3.95 mt= 0.23 m

Vm= 47.72 tnVu= 47.72 tn

f´m= 65 kg/cm2



e.3)

σm= 61.98 tn/m210.2 cm0.05*f'm= 32.5 tn/m2

NECESITA REFUERZO


ab= 1/4" 0.32 cm2

S<= 13.91 cm

S'= 10.20 cmN= 1.3640N= 1 hiladas


𝑆=(𝑎.𝑏)/(0.001.𝑡𝑚)



Vm= 45.01 tnVu= 44.12 tnMu= 99.96 tn-m


e= 0.23 m

l1= 3.375 ml2= 4.325 m

PD= 48.29 tnPL= 6.87 tnPG= 50.01 tn

Cargas axiales





4.325

3.375

3

3.950

2

CARGA INDIRECTA

l1= 3.375 ml2= 4.325 m

Lt1= 3.25 mLt2= 4.2 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 0.81 m

0.5*Lt= 1.63

6*t= 1.38 mβ2mayor= 1.38 0.25*Lt= 1.05 m

0.5*Lt= 2.10

β= 1.38


Momentoh= 2.60 m

L= 3.95 m

Vm= 45.01 tnMu= 99.96 tn-m

M= 99.96 tn-mF= 25.31 tn



PC 55.91 tn 18.24 tn

MU FU 25.31 tn 25.31 tn

MU FU 25.31 tn 25.31 tn


𝑀=𝑀𝑢

𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 45.01 tnL= 3.95 m

Nc= 2




22.51 tn 22.51 tn

0 tn 7.07 tn

81.22 tn 43.55 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.9Vc= 22.51 tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 3.83 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 606.303 cm2

D= 35.911 cm


DxT= 40 X 23

ф=

ф=




E173


H180


C186



3.83 cm2Asmin=

2 cm2

Asminf= 3.83 cm2

OK



S1= 7.81 cm

S2= 6.74 cm

S3= 10 cm 10 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.07 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E211



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 22.51 tn tnT= 7.07 tn tn

Ast= 1.98 cm2

As= 1.98 cm2

Asmin= 2.40 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 348.595 cm2

D= 22.347 cm


DxT= 25 X 23

ф=

ф=




C285



2.40 cm2Asmin=

2 cm2

Asminf= 2.40 cm2

OK



S1= 6.11 cm

S2= 6.74 cm

S3= 6.25 cm 6.25 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 7 @ 0.06 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 34.56 tnPL= 7.66 tn

L= 3.95 mt= 0.23 m

Vm= 45.01 tnVu= 44.12 tn

f´m= 65 kg/cm2



e.3)




Vm= 42.27 tnVu= 39.94 tnMu= 64.37 tn-m


e= 0.23 m

l1= 3.375 ml2= 4.325 m

PD= 33.43 tnPL= 4.12 tnPG= 34.46 tn

Cargas axiales





4.325

3.375

3

3.950

2

CARGA INDIRECTA

l1= 3.375 ml2= 4.325 m

Lt1= 3.25 mLt2= 4.2 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 0.81 m

0.5*Lt= 1.63

6*t= 1.38 mβ2mayor= 1.38 0.25*Lt= 1.05 m

0.5*Lt= 2.10

β= 1.38


Momentoh= 2.60 m

L= 3.95 m

Vm= 42.27 tnMu= 64.37 tn-m

M= 64.37 tn-mF= 16.3 tn



PC 38.24 tn 12.28 tn

MU FU 16.3 tn 16.3 tn

MU FU 16.3 tn 16.3 tn


𝑀=𝑀𝑢

𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 42.27 tnL= 3.95 m

Nc= 2




21.13 tn 21.13 tn

0 tn 4.02 tn

54.54 tn 28.58 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.9Vc= 21.13 tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.40 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 364.307 cm2

D= 23.174 cm


DxT= 25 X 23

ф=

ф=




E173


H180


C186



2.40 cm2Asmin=

2 cm2

Asminf= 2.40 cm2

OK



S1= 6.11 cm

S2= 6.74 cm

S3= 6.25 cm 6.25 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 7 @ 0.06 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E211



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 21.13 tn tnT= 4.02 tn tn

Ast= 1.13 cm2

As= 1.13 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 168.883 cm2

D= 12.889 cm


DxT= 15 X 23

ф=

ф=




C285



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 23.40 tnPL= 4.59 tn

L= 3.95 mt= 0.23 m

Vm= 42.27 tnVu= 39.94 tn

f´m= 65 kg/cm2



e.3)

σm= 30.82 tn/m20.05*f'm= 32.5 tn/m2




Vm= 39.53 tnVu= 11.45 tnMu= 11.95 tn-m


e= 0.23 m

l1= 3.375 ml2= 4.325 m

PD= 18.57 tnPL= 1.37 tnPG= 18.91 tn

Cargas axiales





4.325

3.375

3

3.950

2

CARGA INDIRECTA

l1= 3.375 ml2= 4.325 m

Lt1= 3.25 mLt2= 4.2 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 0.81 m

0.5*Lt= 1.63

6*t= 1.38 mβ2mayor= 1.38 0.25*Lt= 1.05 m

0.5*Lt= 2.10

β= 1.38


Momentoh= 2.60 m

L= 3.95 m

Vm= 39.53 tnMu= 11.95 tn-m

M= 11.95 tn-mF= 3.03 tn



PC 20.57 tn 6.32 tn

MU FU 3.03 tn 3.03 tn

MU FU 3.03 tn 3.03 tn


𝑀=𝑀𝑢

𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 39.53 tnL= 3.95 m

Nc= 2




19.76 tn 19.76 tn

0 tn 0 tn

23.6 tn 9.35 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.9Vc= 19.76 tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 83.672 cm2

D= 8.404 cm


DxT= 15 X 23

ф=

ф=




E173


H180


C186



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E211



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 19.76 tn tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= -61.969 cm2

D= 0.738 cm


DxT= 15 X 23

ф=

ф=




C285



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 12.25 tnPL= 1.53 tn

L= 3.95 mt= 0.23 m

Vm= 39.53 tnVu= 11.45 tn

f´m= 65 kg/cm2



e.3)

σm= 15.17 tn/m20.05*f'm= 32.5 tn/m2



DISEÑO DE MUROSPISO 1 AgrietadoDatos del muro a analizarMURO Y4E muro= e= 0.13 mAltura de muro= h= 2.60 mLongitud de muro: L= 2.95 mLong. Paño 1Long. Paño 2N° de columnas: Nc= 2Carga permanente PD= 16.50 tnCarga viva PL= 3.55 tnPD+25%PL= PG= 17.39 tnCortante por sismo moderado Ve= 6.06 tnMomento por sismo moderado Me= 24.26 tn-m

Vm= 15.39 tnVu= 15.39 tnMu= 61.62 tn-m

Datos del muro perpendicularesX1

e= 0.23 m

l1= 3.176 ml2= 1.68 m

PD= 40.35 tnPL= 8.38 tnPG= 42.44 tn

Cargas axiales





1.6803.176

X1

Y4

2.949

B'

CARGA INDIRECTA

l1= 3.176 ml2= 1.68 m

Lt1= 3.101 mLt2= 1.605 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 0.78 m

0.5*Lt= 1.55

6*t= 1.38 mβ2mayor= 1.38 0.25*Lt= 0.40 m

0.5*Lt= 0.80

β1= 1.38β2= 0.80


Momentoh= 2.60 m

L= 2.95 m

Vm= 15.39 tnMu= 61.62 tn-m

M= 41.61 tn-mF= 14.11 tn



PC 48.81 tn 8.7 tn

MU FU 14.11 tn 14.11 tn

MU FU 14.11 tn 14.11 tn



𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 15.39 tnL= 2.95 m

Nc= 2




7.7 tn 7.7 tn

0 tn 5.41 tn

62.92 tn 22.81 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 7.7 tnT= 0 tn tn

Asf= 2.7 cm2

Ast= 0 cm2

As= 2.7 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m


D X t= 258.82D= 11.25 > 15

REDISEÑAR

DxT= 15 X 23 cm

ф=


𝐴𝑐𝑓=𝑣𝑐/(0.2∗𝑓^′ 𝑐∗∅)


C185


b1.)Compresion0.7


rec= 2

An= 465.918 cm2

D= 28.522 cm


DxT= 30 X 23


2.88 cm2Asmin=

2 cm2

Asminf= 2.88 cm2

OK



S1= 6.79 cm

S2= 6.74 cm

S3= 7.5 cm 7.5 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

ф=




An<Ac

As>=Asmin

Usar : ф 1/4" 1 @ 0.05 6 @ 0.07 rto @ 0.25 c / ext


fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 7.7 tn tnT= 5.41 tn tn

Asf= 2.7 cm2

Ast= 1.52 cm2

As= 4.22 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m


D X t= 258.82D= 11.25 > 15

MODIFICAR

DxT= 15 X 23 cm

b1.)Compresion0.7


rec= 2

An= 99.615 cm2

D= 9.243 cm


DxT= 15 X 23

ф=

ф=


𝐴𝑐𝑓=𝑣𝑐/(0.2∗𝑓^′ 𝑐∗∅)



C293



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 16.50 tnPL= 3.55 tn

L= 2.95 mt= 0.13 m

Vm= 15.39 tnVu= 15.39 tn

f´m= 65 kg/cm2



e.3)

σm= 52.29 tn/m210.2 cm0.05*f'm= 32.5 tn/m2

NECESITA REFUERZO


ab= 1/4" 0.32 cm2

S<= 24.62 cm

S'= 10.20 cmN= 2.4133N= 2 hiladas


𝑆=(𝑎.𝑏)/(0.001.𝑡𝑚)


DISEÑO DE MUROSPISO 2 No agrietadoDatos del muro a analizarMURO Y4E muro= e= 0.23 mAltura de muro= h= 2.60 mLongitud de muro: L= 3.95 mLong. Paño 1Long. Paño 2N° de columnas: Nc= 2Carga permanente PD= 12.53 tnCarga viva PL= 2.54 tnPD+25%PL= PG= 13.16 tnCortante por sismo moderado Ve= 6.02 tnMomento por sismo moderado Me= 10.03 tn-m

Vm= 18.49 tnVu= 18.05 tnMu= 30.09 tn-m


e= 0.23 m

l1= 3.176 ml2= 1.68 m

PD= 31.50 tnPL= 5.98 tnPG= 33.00 tn

Cargas axiales





1.6803.176

X1

Y4

2.949

B'

CARGA INDIRECTA

l1= 3.176 ml2= 1.68 m

Lt1= 3.051 mLt2= 1.555 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 0.76 m

0.5*Lt= 1.53

6*t= 1.38 mβ2mayor= 1.38 0.25*Lt= 0.39 m

0.5*Lt= 0.78

β1= 1.38β2= 0.78


Momentoh= 2.60 m

L= 3.95 m

Vm= 18.49 tnMu= 30.09 tn-m

M= 30.09 tn-mF= 7.62 tn



PC 38 tn 6.58 tn

MU FU 7.62 tn 7.62 tn

MU FU 7.62 tn 7.62 tn


𝑀=𝑀𝑢

𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 18.49 tnL= 3.95 m

Nc= 2




9.24 tn 9.24 tn

0 tn 1.04 tn

45.62 tn 14.2 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.9Vc= 9.24 tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 283.400 cm2

D= 18.916 cm


DxT= 20 X 23

ф=

ф=




E173


H180


C186



1.92 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 5.25 cm

S2= 6.74 cm

S3= 5 cm 5 cm5 cm

S4= 10 cm

S. max= Sf= 5 cmSf= 5 cm


Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E211



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 9.24 tn tnT= 1.04 tn tn

Ast= 0.29 cm2

As= 0.29 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= -3.746 cm2

D= 3.803 cm


DxT= 15 X 23

ф=

ф=




C285



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 12.53 tnPL= 2.54 tn

L= 3.95 mt= 0.23 m

Vm= 18.49 tnVu= 18.05 tn

f´m= 65 kg/cm2



e.3)

σm= 16.58 tn/m20.05*f'm= 32.5 tn/m2




Vm= 17.51 tnVu= 6.87 tnMu= 7.58 tn-m


e= 0.23 m

l1= 3.176 ml2= 1.68 m

PD= 21.52 tnPL= 3.59 tnPG= 22.42 tn

Cargas axiales





1.6803.176

X1

Y4

2.949

B'

CARGA INDIRECTA

l1= 3.176 ml2= 1.68 m

Lt1= 3.051 mLt2= 1.555 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 0.76 m

0.5*Lt= 1.53

6*t= 1.38 mβ2mayor= 1.38 0.25*Lt= 0.39 m

0.5*Lt= 0.78

β1= 1.38β2= 0.78


Momentoh= 2.60 m

L= 3.95 m

Vm= 17.51 tnMu= 7.58 tn-m

M= 7.58 tn-mF= 1.92 tn



PC 25.82 tn 4.47 tn

MU FU 1.92 tn 1.92 tn

MU FU 1.92 tn 1.92 tn


𝑀=𝑀𝑢

𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 17.51 tnL= 3.95 m

Nc= 2




8.76 tn 8.76 tn

0 tn 0 tn

27.74 tn 6.39 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.9Vc= 8.76 tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 121.223 cm2

D= 10.380 cm


DxT= 15 X 23

ф=

ф=




E173


H180


C186



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E211



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 8.76 tn tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= -97.503 cm2

D= -1.132 cm


DxT= 15 X 23

ф=

ф=




C285



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 8.56 tnPL= 1.52 tn

L= 3.95 mt= 0.23 m

Vm= 17.51 tnVu= 6.87 tn

f´m= 65 kg/cm2



e.3)

σm= 11.09 tn/m20.05*f'm= 32.5 tn/m2




Vm= 16.54 tnVu= 6.67 tnMu= 5.28 tn-m


e= 0.23 m

l1= 3.176 ml2= 1.68 m

PD= 11.54 tnPL= 1.20 tnPG= 11.84 tn

Cargas axiales





1.6803.176

X1

Y4

2.949

B'

CARGA INDIRECTA

l1= 3.176 ml2= 1.68 m

Lt1= 3.051 mLt2= 1.555 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 0.76 m

0.5*Lt= 1.53

6*t= 1.38 mβ2mayor= 1.38 0.25*Lt= 0.39 m

0.5*Lt= 0.78

β1= 1.38β2= 0.78


Momentoh= 2.60 m

L= 3.95 m

Vm= 16.54 tnMu= 5.28 tn-m

M= 5.28 tn-mF= 1.34 tn



PC 13.62 tn 2.35 tn

MU FU 1.34 tn 1.34 tn

MU FU 1.34 tn 1.34 tn


𝑀=𝑀𝑢

𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 16.54 tnL= 3.95 m

Nc= 2




8.27 tn 8.27 tn

0 tn 0 tn

14.96 tn 3.69 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.9Vc= 8.27 tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 5.305 cm2

D= 4.279 cm


DxT= 15 X 23

ф=

ф=




E173


H180


C186



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E211



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 8.27 tn tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= -129.916 cm2

D= -2.838 cm


DxT= 15 X 23

ф=

ф=




C285



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 4.58 tnPL= 0.51 tn

L= 3.95 mt= 0.23 m

Vm= 16.54 tnVu= 6.67 tn

f´m= 65 kg/cm2



e.3)

σm= 5.60 tn/m20.05*f'm= 325 tn/m2



DISEÑO DE MUROSPISO 1 AgrietadoDatos del muro a analizarMURO Y6E muro= e= 0.13 mAltura de muro= h= 2.60 mLongitud de muro: L= 3.80 mLong. Paño 1Long. Paño 2N° de columnas: Nc= 2Carga permanente PD= 18.68 tnCarga viva PL= 2.76 tnPD+25%PL= PG= 19.37 tnCortante por sismo moderado Ve= 6.72 tnMomento por sismo moderado Me= 40.33 tn-m

Vm= 17.06 tnVu= 17.06 tnMu= 102.42 tn-m


e= 0.23 m

l1= 3.205 ml2= 0 m

PD= 31.31 tnPL= 5.99 tnPG= 32.81 tn

Cargas axiales





3.800Y6

X6

3.205

C

4

3

CARGA INDIRECTA

l1= 3.205 ml2= 0 m

Lt1= 3.06 mLt2= 0 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 0.76 m

0.5*Lt= 1.53

β1= 1.38


Momentoh= 2.60 m

L= 3.80 m

Vm= 17.06 tnMu= 102.42 tn-m

M= 80.25 tn-mF= 21.12 tn



PC 24.51 tn 9.69 tn

MU FU 21.12 tn 21.12 tn

MU FU 21.12 tn 21.12 tn



𝑇𝑇𝐶𝐶

Dado que es un solo muro transversal, pero aporta una longitud de 1.38 m haciaarriba del eje del muro y

Maxima tensión


Columna 2 T2= 11.43 tnT2= 11.43 tn

Máxima compresión




Vm= 17.06 tnL= 3.80 m

Nc= 2


long.> paño= 3.8 m


8.53 tn 8.53 tn

0 tn 11.43 tn

45.63 tn 30.81 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 8.53 tnT= 0 tn tn

Asf= 2.99 cm2

Ast= 0 cm2

As= 2.99 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m


D X t= 286.72D= 12.47 > 15

REDISEÑAR

DxT= 15 X 23 cm

ф=


𝐴𝑐𝑓=𝑣𝑐/(0.2∗𝑓^′ 𝑐∗∅)


C185


b1.)Compresion0.7


rec= 2

An= 299.868 cm2

D= 19.783 cm


DxT= 20 X 23


1.92 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 5.25 cm

S2= 6.74 cm

S3= 5 cm 5 cm5 cm

S4= 10 cm

S. max= Sf= 5 cm cmSf= 5 cm


Smax= 25 cm


45 cm

ф=




An<Ac

As>=Asmin

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext


fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 8.53 tn tnT= 11.43 tn tn

Asf= 2.99 cm2

Ast= 3.2 cm2

As= 6.19 cm2


USAR: 2 Ø 5/8"2 Ø 5/8"


t= 0.13 m


D X t= 286.72D= 22.06 > 15

OK

DxT= 25 X 13 cm

b1.)Compresion0.7


rec= 2

An= 98.259 cm2

D= 14.918 cm


DxT= 25 X 13

ф=

ф=


𝐴𝑐𝑓=𝑣𝑐/(0.2∗𝑓^′ 𝑐∗∅)



C293



1.35 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 7.91 cm

S2= 14.22 cm

S3= 6.25 cm 6.25 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 7 @ 0.06 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 18.68 tnPL= 2.76 tn

L= 3.80 mt= 0.13 m

Vm= 17.06 tnVu= 17.06 tn

f´m= 65 kg/cm2



e.3)

σm= 43.40 tn/m210.2 cm0.05*f'm= 32.5 tn/m2

NECESITA REFUERZO


ab= 1/4" 0.32 cm2

S<= 24.62 cm

S'= 10.20 cmN= 2.4133N= 2 hiladas


𝑆=(𝑎.𝑏)/(0.001.𝑡𝑚)



Vm= 23.15 tnVu= 19.91 tnMu= 63.32 tn-m


e= 0.23 m

l1= 3.205 ml2= 0 m

PD= 22.42 tnPL= 4.28 tnPG= 23.49 tn

Cargas axiales





3.800Y6

X6

3.205

C

4

3

CARGA INDIRECTA

l1= 3.205 ml2= 0 m

Lt1= 3.06 mLt2= 0 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 0.76 m

0.5*Lt= 1.53

β1= 1.38


Momentoh= 2.60 m

L= 3.95 m

Vm= 23.15 tnMu= 63.32 tn-m

M= 63.32 tn-mF= 16.03 tn



PC 17.65 tn 7.04 tn

MU FU 16.03 tn 16.03 tn

MU FU 16.03 tn 16.03 tn


𝑀=𝑀𝑢

𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 23.15 tnL= 3.95 m

Nc= 2




11.58 tn 11.58 tn

0 tn 8.99 tn

33.68 tn 23.07 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.9Vc= 11.58 tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 175.101 cm2

D= 13.216 cm


DxT= 15 X 23

ф=

ф=




E173


H180


C186



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E211



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 11.58 tn tnT= 8.99 tn tn

Ast= 2.52 cm2

As= 2.52 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.13 m

b1.)Compresion0.7


rec= 2

An= 102.737 cm2

D= 15.415 cm


DxT= 20 X 13

ф=

ф=




C285



1.08 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 7.06 cm

S2= 14.22 cm

S3= 5 cm 5 cm5 cm

S4= 10 cm

S. max= Sf= 5 cm cmSf= 5 cm cm


Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 13.59 tnPL= 1.97 tn

L= 3.95 mt= 0.13 m

Vm= 23.15 tnVu= 19.91 tn

f´m= 65 kg/cm2



e.3)

σm= 30.30 tn/m20.05*f'm= 32.5 tn/m2




Vm= 22.10 tnVu= 13.27 tnMu= 31.49 tn-m


e= 0.23 m

l1= 3.205 ml2= 0 m

PD= 15.28 tnPL= 2.57 tnPG= 15.92 tn

Cargas axiales





3.800Y6

X6

3.205

C

4

3

CARGA INDIRECTA

l1= 3.205 ml2= 0 m

Lt1= 3.06 mLt2= 0 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 0.76 m

0.5*Lt= 1.53

β1= 1.38


Momentoh= 2.60 m

L= 3.95 m

Vm= 22.10 tnMu= 31.49 tn-m

M= 31.49 tn-mF= 7.97 tn



PC 11.95 tn 4.76 tn

MU FU 7.97 tn 7.97 tn

MU FU 7.97 tn 7.97 tn


𝑀=𝑀𝑢

𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 22.10 tnL= 3.95 m

Nc= 2




11.05 tn 11.05 tn

0 tn 3.21 tn

19.92 tn 12.73 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.9Vc= 11.05 tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= 50.294 cm2

D= 6.647 cm


DxT= 15 X 23

ф=

ф=




E173


H180


C186



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E211



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 11.05 tn tnT= 3.21 tn tn

Ast= 0.9 cm2

As= 0.9 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.13 m

b1.)Compresion0.7


rec= 2

An= -21.393 cm2

D= 1.623 cm


DxT= 15 X 13

ф=

ф=




C285



0.81 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 5.87 cm

S2= 14.22 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 9.22 tnPL= 1.18 tn

L= 3.95 mt= 0.13 m

Vm= 22.10 tnVu= 13.27 tn

f´m= 65 kg/cm2



e.3)

σm= 20.25 tn/m20.05*f'm= 32.5 tn/m2




Vm= 21.05 tnVu= 6.44 tnMu= 3.28 tn-m


e= 0.23 m

l1= 3.205 ml2= 0 m

PD= 8.13 tnPL= 0.86 tnPG= 8.34 tn

Cargas axiales





3.800Y6

X6

3.205

C

4

3

CARGA INDIRECTA

l1= 3.205 ml2= 0 m

Lt1= 3.06 mLt2= 0 m

6*t= 1.38 mβ1mayor= 1.38 0.25*Lt= 0.76 m

0.5*Lt= 1.53

β1= 1.38


Momentoh= 2.60 m

L= 3.95 m

Vm= 21.05 tnMu= 3.28 tn-m

M= 3.28 tn-mF= 0.83 tn



PC 6.24 tn 2.47 tn

MU FU 0.83 tn 0.83 tn

MU FU 0.83 tn 0.83 tn


𝑀=𝑀𝑢

𝑇𝑇𝐶𝐶


Maxima tensión



Máxima compresión




Vm= 21.05 tnL= 3.95 m

Nc= 2




10.53 tn 10.53 tn

0 tn 0 tn

7.07 tn 3.3 tn

𝑇 𝑇𝐶 𝐶

𝑉𝑐1 𝑉𝑐2

G127



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.9Vc= 10.53 tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.23 m

b1.)Compresion0.7


rec= 2

An= -66.260 cm2

D= 0.513 cm


DxT= 15 X 23

ф=

ф=




E173


H180


C186



1.44 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 4.14 cm

S2= 6.74 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin

E211



fy= 4200 kg/cm2f'c= 175 kg/cm2u= 0.8

0.85Vc= 10.53 tn tnT= 0 tn tn

Ast= 0 cm2

As= 0 cm2

Asmin= 2.00 cm2


USAR: 2 Ø 1/2"2 Ø 1/2"


t= 0.13 m

b1.)Compresion0.7


rec= 2

An= -134.598 cm2

D= -10.955 cm

D= -10 cmDIMENSIONES FINALES

DxT= 15 X 13

ф=

ф=




C285



0.81 cm2Asmin=

2 cm2

Asminf= 2.00 cm2

OK



S1= 5.87 cm

S2= 14.22 cm

S3= 5 cm 3.75 cm5 cm

S4= 10 cm



Smax= 25 cm


45 cm

Usar : ф 1/4" 1 @ 0.05 8 @ 0.05 rto @ 0.25 c / ext



An<Ac

As>=Asmin


PD= 4.84 tnPL= 0.39 tn

L= 3.95 mt= 0.13 m

Vm= 21.05 tnVu= 6.44 tn

f´m= 65 kg/cm2



e.3)

σm= 10.20 tn/m20.05*f'm= 32.5 tn/m2



PISO 1-DISEÑO DE LOS MUROS AGRIETADOS X-XMUROColumnaUbicaciónPgVm Mu LLmNc M FPcPtTCVcAsAs a usarδAnAcfSeccion usarAcAnAs mins1s2s3s4Zona csSolerasTsAsusar

Documents

Excel Albañileria Diseño de Muros (2)