A B C D

1

1 3 5.6

2

2 4 6

3

5 5.8

4

6 6.5 6

Datos: qm = ppl + 100

Diseo ductil masillado = 0.04 Ton/m^2 qm = 575 + 100

f'c = 240 kgf/cm^2 enlucido = 0.04 Ton/m^2 qm = 675 kgf/cm^2

fy = 4200 kgf/cm^2 Piso terminado= 0.01 Ton/m^2

qv = 350 kgf/cm^2 instalaciones = 0.013 Ton/m^2

qm = 100 kgf/cm^2 loseta= 0.12 Ton/m^2

Nervios= 0.192 Ton/m^2

Bloques= 0.08 Ton/m^2

Paredes = 0.075 0.08 Ton/m^2

Sumatoria = 0.575 Ton/m^3

Mayorizacin de cargas Predimensionamiento de la losa

h = 21.67 cm

qu = 1.54 Ton/m^2 h = 20.6666667 cm

h = 25 cm

Verificacin de requisitos

1 Existen mas de 2 vanos

2 No excede en mas del 20% el vano mayor al vano menor

3 Las cargas son uniformemente repartidas

4 La carga viva mayorada no debe exceder en mas de 3 veces a la carga muerta no mayorada

5 Los tableros son prismticos y del mismo espesor

# Tablero S (m) L (m) m=(S/L)

1 5.6 6 0.93

2 6 6 1.00

3 5.8 6 0.97

4 5.6 6.5 0.86 m >= 0,5 Losa Bidireccional

5 6 6.5 0.92

6 5.8 6.5 0.89

CLCULO DE MOMENTOS Y CORTES

qu 1.54

Tablero S L m Caso Apoyo c Mu Vs VL

1 0.0270 1.30

1 5.6 6 0.93 3 1 y 2 0.0410 1.98 2.87 3.06

F 2 0.0546 2.64

R

A 2 0.0410 2.27

N 2 6 6 1.00 2 2 y 3 0.0310 1.72 3.08 3.08

J 3 0.0410 2.27

A

1 3 0.0510 2.64

3 5.8 6 0.97 3 3 y 4 0.0390 2.02 2.98 3.07

4 0.0260 1.35

1 0.0252 1.21

F 4 5.6 6.5 0.86 2 1 y 2 0.0379 1.83 2.87 3.25

R 2 0.0507 2.45

A

N 2 0.0384 2.13

J 5 6 6.5 0.92 1 2 y 3 0.0288 1.60 3.08 3.31

A 3 0.0384 2.13

2

3 0.0485 2.51

6 5.8 6.5 0.89 2 3 y 4 0.0364 1.88 2.98 3.28

4 0.0242 1.26

LOSA BIDIRECCIONAL

Determinacin de la qm

Tabla de comprobacion de la losa bidireccional

Dimensiones Cortes

I II

= 1,4 + 1,7

IV

V

=

30

=

150+ 2

III

FR A 0.049 2.37

A 1 5.6 6 0.93 3 A y B 0.037 1.79 2.87 3.06

N B 0.025 1.21

J

A B 0.041 1.98

4 5.6 6.5 0.86 2 B y C 0.031 1.50 2.87 3.25

3 C 0.041 1.98

F

R A 0.021 1.16

A 2 6 6 1.00 2 A - B 0.031 1.72 3.08 3.08

N B 0.041 2.27

J

A B 0.033 1.83

5 6 6.5 0.92 1 B - C 0.025 1.39 3.08 3.31

4 C 0.033 1.83

F A 0.025 1.30

R 3 5.8 6 0.97 3 A - B 0.037 1.92 2.98 3.07

A B 0.049 2.54

N

J B 0.041 2.12

A 6 5.8 6.5 0.89 2 B - C 0.031 1.61 2.98 3.28

5 C 0.021 1.09

Chequeo a flexin y corte

Mcr = Es el momento mayor de los momentos positivos y negativos

Vcr = Es el corte mayor de los cotes calculados

Mcr = 2.64 Ton - m

Vcr = 3.31 Ton

Ru: Se toma de las tablas de hormign armado de acuerdo a su f'c

Ru = 44.606 kgf/cm^2

Recubrimiento = 2 cm

Diametro barras fi = 14 mm Asumido

Base de la franja = 20 cm

Y = 2.7 cm

dnec = 18.14 cm dnec vs dexis

18.14 < 22.3 Correcto

dexis = 22.3 cm

Mn = 4.44 Ton - m Mr vs Mn

Mn = 3.99 Ton - m 2.64 < 3.99 Correcto

Corte

Vn = 4.03 Ton Vcr vs Vn

Vn = 3.42 Ton 3.31 < 3.42 Correcto

Calculo del acero de refuerzo

Tramo Mu b K W p As/m As/n Armado As/m Armado

1 1.30 20 0.0607 0.0630 0.0036 1.61 0.80 0.54

1 y 2 1.98 100 0.0184 0.0186 0.0011 2.38 1.19 0.79

2 2.64 20 0.1227 0.1332 0.0076 3.40 1.70 1.13

2 y3 1.72 100 0.0160 0.0162 0.0009 2.06 1.03 0.69

3 2.64 20 0.1230 0.1335 0.0076 3.40 1.70 1.13

3 y 4 2.02 100 0.0188 0.0190 0.0011 2.42 1.21 0.81

4 1.35 20 0.0627 0.0652 0.0037 1.66 0.83 0.55

1 1.21 20 0.0565 0.0586 0.0033 1.49 0.75 0.50

1 y 2 1.83 100 0.0171 0.0172 0.0010 2.20 1.10 0.73

2 2.45 20 0.1140 0.1229 0.0070 3.13 1.57 1.04

2 y 3 1.60 100 0.0149 0.0150 0.0009 1.91 0.96 0.64

3 2.51 20 0.1170 0.1265 0.0072 3.22 1.61 1.07

3 y 4 1.88 100 0.0175 0.0177 0.0010 2.26 1.13 0.75

4 1.26 20 0.0584 0.0606 0.0035 1.54 0.77 0.51

A 2.37 20 0.1102 0.1184 0.0068 3.02 1.51 1.01

A - B 1.79 100 0.0166 0.0168 0.0010 2.14 1.07 0.71

B 1.98 20 0.0922 0.0978 0.0056 2.49 1.25 0.83

B - C 1.50 100 0.0139 0.0141 0.0008 1.79 0.90 0.60

C 1.98 20 0.0922 0.0978 0.0056 2.49 1.25 0.83

FRANJA LATERALFRANJA CENTRAL

Franja I

Franja II

Franja III

2 12

1 12

=

!"# = %&

= '

( = 0,53 ! )* ! !

1 12 1 14

1 12 2 12

1 12 2 12

2 12

1 12

1 14

1 14 1 12

1 12 1 14

1 14

1 12

1 14

1 12

1 14

1 12

1 12 1 12

1 12

1 14

1 12 1 12

1 12 1 12 1 12 1 12

1 12

1 12 1 12

1 12 1 12

1 12 1 12

A 1.16 20 0.0542 0.0560 0.0032 1.43 0.71 0.48

A - B 1.72 100 0.0160 0.0162 0.0009 2.06 1.03 0.69

B 2.27 20 0.1058 0.1134 0.0065 2.89 1.44 0.96

B - C 1.39 100 0.0129 0.0130 0.0007 1.66 0.83 0.55

C 1.83 20 0.0852 0.0899 0.0051 2.29 1.15 0.76

A 1.30 20 0.0603 0.0626 0.0036 1.60 0.80 0.53

A - B 1.92 100 0.0178 0.0180 0.0010 2.30 1.15 0.77

B 2.54 20 0.1182 0.1278 0.0073 3.26 1.63 1.09

B - C 1.61 100 0.0150 0.0151 0.0009 1.92 0.96 0.64

C 1.09 20 0.0506 0.0523 0.0030 1.33 0.67 0.44

Chequeo de las deflexiones

Datos de cambio para el calculo de las deflexiones

Y= 16.94 cm b = 100 cm

h = 25 cm

Ig = 49097 cm^4 bw = 20 cm

hf = 5 cm

Ie = 44188 cm^4

TABLERO 3

Mcr = 2.02 Ton - m Sentido Corto

Mcr = 1.92 Ton - m Sentido Largo

DEFLEXIONES SENTIDO CORTO

Mv = 0.46 Ton - m Mm = 0.89 Ton - m

Ec = 233928.19 kgf/cm^2

v = 0.13 cm

m = 0.17 cm

s = 0.23 cm

= 3.00

LP = 0.70 cm

T = 0.83 cm

DEFLEXIONES SENTIDO LARGO

Mv = 0.47 Ton - m Mm = 0.90 Ton - m

Ec = 233928.19 kgf/cm^2

v = 0.15 cm

m = 0.20 cm

s = 0.27 cm

= 3.00

LP = 0.82 cm

T = 0.97 cm

admin = 1.21

T vs adm

0.90 < 1.21 Correcto

Franja IV

Franja V

= + -'

./ =0

12=

. = 0,90.2

3 = 15100 )*

=3

32

'

3 .

=1

16

'

3 .

# = + %

= 7 ! -

8 = ( +

" =

480

=8

1 + 50;

1 14

1 14

1 12 1 12

1 12 1 14

1 12

2 12 1 12 1 12

= + -'

= + -'

3 = 15100 )*

=3

32

'

3 .

=1

16

'

3 .

# = + %

= 7 ! -

8 = ( +

=8

1 + 50;

= + -'

1 12

1 12

1 12

1 12

1 12 1 12

1 12

1 12 1 12 1 12

Momento Positivo Dimetros mm cm

2 14 1.539

fs = 2520.00 kgf/cm^2

dc = 2.70 cm

AHT = 108.00

NEV = 1.00 es el # de varillas a utilizar

AEHT = 108.00

Bh = 1.35 para losas

W = 0.23 mm

W vs Wadm

0.23 < 0.30 Correcto

Momento Negativo Dimetros mm cm

2 14 1.539

fs = 2520.00 kgf/cm^2

dc = 2.60 cm

AHT = 520.00

NEV = 2.00 es el # de varillas a utilizar

AEHT = 260.00

Bh = 1.35 para losas

W = 0.30 mm

W vs Wadm

0.30 < 0.30 Correcto

CHEQUEO DEL AGRIETAMIENTO

=>8 = 2 ?

)# =2

3)

? = @A )# =3>8B

C3( ==#

=3>8=EFG

HIJ

=>8 = 2 ?

)# =2

3)

? = @A )# =3>8B

C3( ==#

=3>8=EFG

HIJ