DISEÑO ACUEDUCTO VIGA

8/19/2019 DISEÑO ACUEDUCTO VIGA

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DISENO DE CAMARA DE ANCLAJE

PROYECTO: Construccion de Acueducto Canal 199 M! Malin"as

PREDIMENSIONAMIENTO

ancho A = 1.20 mts

largo B = 1.65 mts!ralt! " = 1.50 mts

.!. concr!to γ = 2.#0

!so $! la "AMARA $! ancla%!

Pc =

Pc = 6.&# Tn

M!tra$o $! cargas

'(ga $! concr!to

ancho a = 0.25 mts

largo ) = 2.00 mts!ralt! h = 0.*5 mts

.!. concr!to γ = 2.*0

!so ro(o $! la +(ga

P+ =

P+ = 0.5* Tn

"arga Act,ant! !n la +(ga

Pact = 1.6- tn

ANA)ISIS DE ESTABI)IDAD

Mto. R!s(st. Mr = PcB/2 = 5.6* Tnm

Mto. 'olt!o M+ = P+)/2 Pact)Dt,3.0.24 2.-0 Tnm

Dt,3 = 20 ,lg

Mr/M+ 2.0 = 1.50 1 O#

tn/m#

AB"γ

tn/m#

alhγ

El!+ac(on Planta

B

"

)

A

)1

B

D")

Pc Pact

P+



DISENO DE $I%A AREA DE IN7)8EN"IA

PREDIMENSIONAMIENTO

ancho 3 = 0.25 m

largo )+ = 2.00 m

!ralt! $ = *0.00 cm

r = 5.00 cm

h = 0.*5 m

.!. concr!to γ = 2.#0

M!tra$o $! "argas

D(am!tro t,3o $ = 20.00 lg

Ar!a h($ra,l(ca A = 0.1& m2

)ong. $! t,3o )t = 6.00 ml

)ong. $! arma$,ra )a = 6.00 ml

P!so $!l t,3o Pt = 1#&.56 9g

P!so $! arma$,ra Par = 2*.&- 9g/ml

So3r!carga S/c = 50.00 9g/ml

P!so $!l ag,a Pa = 10&0.00 9g

P!so total $!l t,3o Pt = 1#&.56 9g

P!so $! arma$,ra Par = 1*.22 9g

D = 1#6-.-& 9g

So3r!carga S/c = #00.00 9g

) = #00.00 9g

8 = 1.5D 1.&) = 251.6- 9g

Mom!nto 8lt(mo M, = 8)+$(am!tro4= #&66.-- :g m

1. '!r(;(cac(on $!l !ralt!

M, = #.&- TM

7< = *200 9g/cm2

7c = 210 9g/cm2

;c = 0.*7c = &*

;< = 0.*7< = 16&0

r = ;< / ;c = 20 $ = ra(>2M100000/;c9%344 =

n 2100000 .661

15000 ra(> 7c4 $ = &'(1 cm

9 = n /nr4 = 0.#26 $ ? @ 1

= 1 9/# = 0.&1

Tn/m#

hh

3

$

S!cc(on $! la +(ga

a

D")

)+



DISENO POR ROT8RA

Ar!a $! ac!ro

= 0.052&2-

As = ;c3$/7<= )(* C Barra D(am!tro

7(!rro a ,sar = 1+), 2 1/* 0.#16* # #/& 0.-1#

As -. de $arillas/0 )2 * 1/2 1.26-

5 5/& 1.-&

AsM(n = 0.0023h = ))' 6 #/* 2.&5

& 1 5.06

'ERI7I"A"ION POR "ORTE

', = 251.6- 9g

Es;,!r>o "ortant! Nom(nal

', = ',/ 0.&5 3$4 = #.05

Es;,!r>o cortant! r!s(st!nt! $! concr!to

-.0#

0.0216-5

'c ', 1

'ERDADERO no !s n!c!sar(o los !str(3os s! colocaran ara !l arma$o $!l

r!;,!r>o !str,ct,ral4

7A)SO s( !s n!c!sar(o la colocac(on $! los !str(3os4

8sar!mos ;(!rro l(so $! 1/* ara la con;!cc(on $! !str(3os.

A+ = 20.#16 = 0.6# cm2

s ? A+/ 0.001534 = 21.0- cm

s ? A+7</', 'c43 = 10.6-## cm

s ? $/2 = 20.00 cm

3sar 1+*,4 11 cm s! !scog! !l m!nor4

= 0.&*-5 Ra(>0.-1&2 1.65M,1000004/0.0;c3100$244

cm2 Ar!a cm24

cm2

9g/cm2

'c = 0.&50.5ra(>;c 1-6 ρ ', $/M,4 = 9g/cm2

ρ = 0.&5β1;c/7<4 0.00#Es4/0.00# Es 7<4

ρ =

β = 0.85, Ε s= 2100000



'ERI7I"A"ION POR AFRIETAMIENTO

A = 2310/+ar(llas = CRE7G

7sMaH = 2#000/&.25A41/#4 CRE7G

7s = M, / As% $4 = *105.56

7s ? 7sMaH .RE56

CRE7G

J = 2#000 9g/cm2



DISENO DE $I%A: con 7er8iles de acero

"ARA"TERISTI"AS DE) T8BO

D!Ht t,3o = 50.00 cm

D(nt t,3o = *&.0* cm

-50.00

)ong. T,3!r(a = 6.00 m

METRADO DE "ARFAS

Ar!a h($ra,l(ca= 0.1&

P!so t,3!r(a = 2#.10 9g/m

P!so ag,a = 1&0.00 9g/m

So3r!carga = 50.00 9g/m

K,= 1.5D1.&)= **&.65 9g/m

201&2.50 9g cm

1&1*.01 cm#

111.#0 9g/cm2

1

σa$m = 9g/cm2

m2

M,= K,)2/& =

J = πR* r *4/ *R

σ maH = M,/J =

σa$m σmaH

)

D") A A

A

A

R1 R2

R1

R2

)/2 )/2

M

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DISEÑO ACUEDUCTO VIGA