puente losa

DISEO DE PUENTE LOSA

L 5.00 mCamion D HL-93

C 0.40 mf'c 210 kg/cm2fy 4200 kg/cm2

Ancho cal 6.00 me.asfalto 5.00 cm

Diseo de la losa1. PREDIMENCIONAMIENTO

L

6. METRADO DE CARGASA) carga uniformemente distribuida

p.p de losa 1.125 Tn/mp del asfalto 0.11 Tn/m

D 1.235 Tn/m

B) S/C vehicular

SOBRECARGA VEHICULAR :

0.8 W 0.8 W 0.2

4,27 a 9,15 m. 4.3 m.

S / C Vehicular : HL93Neumatico delantero ( P' ) = 3.57 Tn

Neumatico posteriores ( P ) = 14.78 Tn

7. CALCULO DEL MOMENTO FLECTORA) momento por carga muerta

MD=DL^2/8MD 4.501575 Tn-m

A) momento por S/C vehicular*por camion de diseo

dist.ejes. = 4.3 m. 4.3

14.78 Tn 14.78 Tn

A

RA

X 5.40 -

X + 4.30 1.10

Ld.= 5.40

X < 1.10

5.40 RA = 96.07 29.56 X

RA = 17.79 5.474 X

M x. = RA * X

M x. = 17.79 X - 5.474

Derivando respecto a X

( d M x / d X ) = 0

17.79 10.95 X = 0

X = 1.63 m.

M 14.4549768519

ML 5.67 Tn - m.

*por eje tandem1.20 m.

11.20 Tn 11.20 Tn

A

RAX + 1.20 4.20

X 5.40 X5.40

0 < = X 4.20

S.( MB ) = 0

5.40 * RA = 107.52 22.40

RA = 19.91 4.148

Mx = RA * X


( d M x / d X ) = 019.911 8.296 X = 0

X = 2.40 m.Remplazando en ecuacin ( 3 ) el valor de X :

M = 23.89 Tn - m. ( por via de circulacin )

ML 9.37 Tn - m.

*por sobre carga

W =

A UUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU

RA

L / 2 L / 2

Ld. = 5.40 m.

ML = W ( L) / 8

M= 3.54 Tn - m.

M= 1.18 Tn - m.

ML 10.55 Tn - m.

*por impactoMI = I.dise. * ML ; I.dise. = 0.330

MI = 3.092 Tn - m

MS= 18.140 Tn - m

MOMENTO FACTORIZADO : ( POR ROTURA )

MU = n( 1.25MD +1.75ML + 1.75MI )nD 1.05nR 1.05nI 1.05n 1.157625

MU = 34.14 Tn - m

8. CALCULO DE LA FUERZA CORTANTE a-) POR CARGA MUERTA :

Z = 0.20WD = 1.24 Tn / m.

A UUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU

RA VDL ' = 5.00 m.

Ld. = 5.40 m.

VD = WD * ( L ' ) / 2 3.09 Tn

a-) CAMION DE DISEO:

dist.ejes. = 4.3 m. 4.3Z = 0.20

14.78 Tn 14.78 Tn

A

RA

X 5.40 -

X + 4.30 1.10

Ld.= 5.40

5.40 RA = 96.07 29.56 X

RA = 17.79 5.474 X

VL 6.55 Tn

POR EJE TANDEM :

Z = 0.20 1.20

11.20 Tn 11.20 Tn

A

RA5.20

5.40

SMB = 0RA = 19.08 Tn.

RA/E = VL = 7.48 Tn.

CORTANTE POR VIGA : ( VL)

VL 6.55 Tn.

POR SOBRECARGA DISTRIBUIDA :

Z = 0.20

W =

A UUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU

RAVL

5.20 m.Ld. = 5.40 m.

SMB = 0

RA = [(( Ld-Z)*W - ( Z *W )] / 2

RA = 2.43 Tn

V 0.81 Tn

VL 7.35 Tn

POR IMPACTO : ( VI )

VI = I.dise. * VL ; I dise. = 0.330

VI = 2.16 Tn

CORTE FACTORIZADO : ( Por Servicio)

VU = n (1.25VD+1.75VL+1.75-+VI)

VU = 23.74 Tn

9 DISEO DE LA SECCION:

POR FLEXION :MU 34.14

d = h - recubrim. h =recubrimi =

d = 39.00 cm.W= 0.128 Kg / cm = 0.006 m

As 25.05 cm^2

min = 0.002 cuantia balanceada

Asmin 7.02 cm^2

b = 0.022 cuantia balanceada

Amax 63.18 cm^2

ESPACIAMIENTO :

As 25.05 cm^2

PROVANDO 1 "Ab 5.07

S= 20.22 cm1@1 20 Cm

Asmin 7.02 cm^2

PROVANDO 1/2 "Ab 1.27

S= 18.05 cm1@1/2 18.00 Cm

Acero de reparticion y temperatura

1750/S

S= 24.38 cm1@5/8 24.00 Cm

As 2.28 cm^2

PROVANDO 3/8 "Ab 0.71

S= 31.32 cm1@3/8 31.00 Cm

1@1/2 18 1@3/8

1@5/8 22.51@1 20

POR CORTE :

Vu 23.74 Tn

corte resistente del concreto Vc=0.53*(f'c)^0.5*b*d

Vc 29.95 Tn

Vc 2546.06 Tn > 23.74

10. VERIFICACION POR SERVICIOa) Peralte Requerido

M's= 18.140 Tn

fc= 94.50fs= 1700.00n= 9.20K= 0.34J= 0.89

dmin= 35.76 cm

=( / ))2 (

45

d= 39.73 >

a) Agrietamineto

A 210.8 cm

fs 2054.079558818 < 2100se toma el menor valor de estos

fs 2054.07955882 Kg/cm2

Z 21273.7638798 Kg/cm

a) Verficacion por fatiga

9.00 m 4.30 m.

14.78 14.78 Tn 3.57 Tn

A

RA

X 5.40 -

X + 4.30 1.10

Ld.= 5.40

5.40 RA = 83.739 18.35 X

RA = 15.51 3.398 X

=(2 )/(# )

M x. = RA * X

M x. = 15.51 X - 3.398


( d M x / d X ) = 0

15.51 6.80 X = 0

X = 2.28 m.

M 17.691543347

ML 6.94 Tn - m.

MI 2.29 Tn - m.

Ms' = MD + ML + MI

Ms' = 13.73 Tn - m.

Esfuerzo mximo:

fsmax= 1554.41 kg/cm2

Esfuerzo mnimo:

fsmin= 509.73 kg/cm2

Esfuerzo admisible:

fs1=1470 + 551.2*(r/h)

fs1= 1635.36 kg/cm2

fsadm= 1467.15 kg/cm2

1044.68

a) Verficacion por vibraciones

L= 5.80 mEc= 2173706.51

WD= 1.24 Tn/mg= 9.80 m/seg2I= 0.04404375 m4

f= 28.57 >

10. CALCULO DE L CONTRAFECHA

a) Evacuacion de aguas:

evac.aguas= 1.45 cm

b) Deformacion maxima:

maxs = cp + sc

Deformacion por carga muerta:

As(-)= 7.02 cm2As(+)= 25.05 cm2

momento de inercia de la seccion llena

Ig= 759375.00 cm4

momento de iagrietamiento

fr= 28.98

Mcr= 9.78 Tn-m

momento de inercia de la seccion agrietada:

As= 25.05 cm2As'= 7.02 cm2

d= 39.73 cmd'= 5.27 cm

n= 9.00

(2n-1)*As'= 119.34n*As= 225.49

=2/( ^2) (( ) )3 /

r=nAs +(2n-1)As'= 344.83p=nAs*d +(2n-1)As'*d'= 9587.51

C= 10.82

momento de inercia de la seccion agrietada:

Icr=bc^3/3+nAs(d-c)^2+(2n-1)As'(c-d)^2

Icr= 234359.14 cm4

MOENTO DE INERCIA EFECTIVO

Ms= 18.140

Ie= 31.67 cm4

c) Deformacion instantanea:

icp = 0.20 cm

c) Deformacion instantanea:

1.83

dcp = 0.36

c) Deformacion por S/C vehicular:

5.84 Tn 5.84 Tnl= 1.20

A

RA

2.1 1.20 2.10

Ld.= 5.40

=

((1+ / ^2))=/ 2 ( -1)

= )^3 +[1(/ )^3(/ ]

P'= 5.84P'1= 14.49P'2= 23.91

cl = 40.85 /EI

EI= 68836523084.6238

cl = 0.59 cm

c) Deformacion por S/C distribuida:

W =

A UUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU

RA

Ld. = 5.40 m.

S/C = 0.16 cm

S/C = 0.05 cm

S/C vehculo= 0.20

= 3.88 cm deformacion maxima

contraflecha= 4.00 cm

11. VIGA SARDINEL

0.15

b=0.6 # h=

d=0.25 L=0.45

1.35

a) Metrado de cargas:*Carga Muerta:

P. propio: 2.36 Tn/mP. Guardera: 0.23 Tn/mP. Tubo: 0.08 Tn/mPiso Termin: 0.12 Tn/m

D= 2.79 Tn/m

*Carga Viva:s/c Peatonal: 0.43 Tn/ms/c Baranda: 0.15 Tn/m

L= 0.58 Tn/m

U= 1.4*D+1.7*L= 4.89 Tn/m

Momento al centro de la luz:

Mu= WL^2/8= 17.83 Tn-m

Momento por s/c vehicular:Fc=

Mu(s/c)= 0.1*Pm*L(1+I)*Fc I=Mu(s/c)= 9.29 Tn-m Pm=

L=

Por lo tanto: Mut= 27.12 Tn-m

Fuerza cortante en la cara de apoyo:

Mcl= 9.29 Tn-m P1= 6.88 Tn

0.2U=

A UUUUUUUUUUUUUUUUUUUUUUUUUUU

RA

L= 5.40 m.

RA= 19.83 Tn

Vu= 19.93 - 0.2*4.89= 18.86 Tn

b) Diseo del refuerzo:

b1) Clculo del momento ltimo:

Mu=Ma/0.9= 30.13 Tn-m

b2) Cuanta balanceada, mxima y Kumx:

b= 0.0216 mx= 0.0162

b3) Momento ltimo resistente Mur:

Mur= 27.39 Tn-m 4200. kg/cm2

fs=fy

As2=A's= 1.13 cm2 Finalmente:

As=As1+As2= 187.75 cm2

b7) Seleccin de los dimetros y numero de varillas:

As= 187.75 cm2Ab= 10.1 cm2

19 1 3/8" As= 191.9 cm2

A's= 1.13 cm21/2" Ab= 1.29 cm2

1 1 3/8 As= 1.29 cm2

Asmin= 28.51 cm21" Ab= 5.10 cm2

6 1" As= 30.60 cm2

1 3/8"

DISEO DE PUENTE LOSA

se elije el mayor valor de los "e" calculados

se elije el menor valor de los "L" calculados

factor de amplificacion

un carril cargadodos carriles cargados

calculado para un solo carril

Wcada uno.

3.57 Tn

B

RB

X

- X

( 1)

X^2

B

RBX

X

X

( por via de circulacin )

0.97 Tn / m.

B

RB

( por via de circulacin )

(general )

BRB

1.24 Tn

B

RB

X

( 1)

B

RB

- X

0.97 Tn / m.

UUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU B

RB

( calculado anteriormente )

0.45 m.0.06 m

diametro de varilla

diametro de varilla

ok

diametro de varilla

diametro de varilla

S< 22.5

22.50

Tn

5.27

35.76

B

RB

X

( 1)

- X

X^2

1467.15

6 ciclos

< 18.14

0.97 Tn / m.

B

RB

deformacion maxima

1.35 m0.70 m

0.64 m5.40 m

1.750.337.39

5.40 m

4.89 Tn/m

Kumx= 49.5301

Mu= 30.13 Tn-m

OK

Hoja1

puente losa

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