Zapatas Flexion Corte

7/25/2019 Zapatas Flexion Corte

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DISEÑO DE ZAPATAS RECTANGULARES

a.- MATERIALES

fy = 4,200 [kgf/cm2] tensión !e "#encia !e$ ace%& !e %ef#e%'&f(c = )00 [kgf/cm2] tensión !e %&t#%a !e$ *&%migón

= +.0 [t&nf/m)] es& esecic& !e$ &%migón

1.- RIE3A3ES 3EL SEL

φ = )5 !eg. 6&eciente !e f%icción inte%na !e$ s#e$&c = +.5 [t&nf/m2] c&maci!a!

= +. [t&nf/m)] es& esecic& !e$ s#e$& !e %e$$en&= +. [t&nf/m)] es& esecic& !e$ %a!ie%

= +2 [t&nf/m2] 6aaci!a! !e s&&%te !e$ s#e$& cas& est7tic&= +5 [t&nf/m2] 6aaci!a! !e s&&%te !e$ s#e$& cas& !in7mic&

8act&%es !e seg#%i!a!

89!es$. = +.589:&$c. = +.2

c.- 3IME;SI;ES RESTAS

1 = 0.<5 [m] Anc*& !e $a 'aataL = 0.<5 [m] La%g& !e $a 'aata* = 0.4 [m] A$t#%a !e $a 'aata19e! = 0.) [m] Anc*& !e$ e!esta$L9e! = 0.) [m] $a%g& !e$ e!esta$*9e! = 0.4 [m] A$t#%a !e$ e!esta$*9%a! = 0.0 [m] A$t#%a !e$ %a!ie%

*9s#e$& = 0.2 [m] a$t#%a !e$ s#e$& s&1%e $a 'aata

%ec = 5 [cm.] Rec#1%iemient&

! = 0.)5 [m]

!.- 6AS ESTATI6

*9t&ta$ = 0. [m] A$t#%a t&ta$ !e $a f#n!ación mas e!esta$9'a = 0.>) [t&nf]9s#e$& = 0.2< [t&nf]9%a! = 0.00 [t&nf]

9t&ta$ = +.02 [t&nf]

SLI6ITA6I;ES 6AS ESTATI6

9ma? = @.+0 [t&nf] L/) = 0.)2 [m]9ma? = 0.@@ [t&nf] 1/) = 0.)2 [m]M9ma? = 0.00 [t&nfBm]9t&ta$ = >.+2 [t&nf]M9t&ta$ = 0.5 [t&nfBm]

e = 0.0 [m]e9e = 0.+@ [m]

= ++.<@ [t&nf/m2] Tensión m7?ima 1aC& e$ se$$& !e f#n!ación

γ c

γ s

γ rad

σa!m9estσa!m9!in

σ 9ma?



= ).) [t&nf/m2] Tensión mDnima 1aC& e$ se$$& !e f#n!ación

ERI8I6A6I;ES 6AS ESTATI6

+.- Tensión a!misi1$ = FF, 6#m$e2.- G c&m%imi!& = +00.00G 6#m$e c&n G minim& c&m%imi!&).- 3es$i'amient& = , c#m$eFF 8.S.3 = <.@+

4.- &$camient& = , 6#m$eFF 8.S.: = 5.2

σ 9min



e.- 6AS 3I;AMI6

SLI6ITA6I;ES 6AS 3I;AMI6

s9ma? = @.+0 [t&nf]s9ma? = 0.@@ [t&nf]Ms9ma? = 0.00 [t&nfBm]

s9t&ta$ = >.+2 [t&nf]

Ms9t&ta$ = 0.5 [t&nfBm]e = 0.0 [m]e9e = 0.+@ [m]

= ++.<@ [t&nf/m2]= ).) [t&nf/m2]

ERI8I6A6I;ES 6AS 3I;AMI6

+.-Tensión a!misi1$e = , 6#m$e2.- G c&m%imi!& = +00.00G 6#m$e c&n G minim& c&m%imi!&

).- 3es$i'amient& = , c#m$eFF 8.3.3. = @.)>

4.- &$camient& = , 6#m$eFF 8.3.. = 5.2

f.- !iseH& !e a%ma!#%a a "e?ión

= +.20 [kg/cm2] Tensión m7?ima 1aC& se$$& !e f#n!ación &% efect& !e ca%gas $timas M# = +.2 [t&n-m] M&ment& $tim& en e$ se$$& !e f#n!ación

M# = +.2 [t&n-m] = 40 [cm]%ec = > [cm]! = )) [cm]

1 = <5 [cm]fJc = )00 [kg/cm2]

fy = 4,200 [kg/cm2]= KKK 6#antDa %e#e%i!a= KKK 6#antDa !e 1a$ance= KKK= KKK 6#antDa mDnima segn A6I )+ >.+2.2.+N

= KKK As = 5.@4 [cm2]

A%ma!#%a a!&ta!a a%a e$ !iseH&

O +0 A!is = @.2) [cm2]

g.- !iseH& !e a%ma!#%a a$ c&%te

# = 5,)<5 [kg] 6&%te $tim& #e se %&!#ce en $a mita! !e $a f#n!aciónc = 2,>>< [kg] 6aaci!a! n&mina$ !e$ *&%migón a$ c&%te

= 0.65 8act&% !e min&%aci&n !e $a %esistencia a$ c&%te en e$ *&%migón.s = KKK [kg] ;& se %e#ie%e a%ma!#%a a$ c&%te, #sa% a%ma!#%a minimaFFs = 0 s P a%ea !e ace%& %e#e%i!a

σ _ ma?σ _ min

σma?

ρ

ρ 91a$. ρ 9m7? 0,>5 ? ρ1ρ 9mDn

ρ 9A!&t.

φ_c&%te



s9ma? = KKK [kg]s9$im = 5<,>)0 [kg]c&n!9+ = sección a!ec#a!aFF

= 0.002se9+ = [email protected] [cm.]se = 20 [cm.] sea%ación !e$ %ef#e%'& %&#esta

A:9min = 2.5< [cm2/m.] A%ama!#%a minima a%a c&%teA:9s = 2.5< [cm2/m.] A%ma!#%a %e#e%i!a a%a esf#e%'& !e c&%te

Ae+ = +.2< [cm2/m.] A%ea %e#e%i!a &% %ama a%a t&ma% esf#e%'&s !e c&%te

es O Q +@ [cm.]

ρ_minim&





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Zapatas Flexion Corte