Muro de Corte

DISE DI SE O DE PL PL-0 -01: 1: Datos de diseño: f'c= 210 Kg/cm² fy= 4200 Kg/cm² rm= 4.0 cm Pu= Err:509 Mu= Err:509 Vu= Err:509

 A) Espesor de Muro: 3.60m 25

e=

2.0m

Tomar e=0.15m

= 0.144

Pero !ara r"g"#"$ar %a e&rucura y cum!%"r co( %a& #er")a& ma*"ma& e&a+%ec"#a& e( %a (orma E,030- &e om u( e&!e&or #e:

2.0m

e=

30.0 cm

B) Esbeltez del uro:

2.0m

H/L≤1………Muro Corto

H/L>1………Muro esbelto 3.60m

12.00m 1.59m

=

Muro e&+e%o- #"&ear !or f%e*ocom!re&"o(

.5

1.59m

!) "eri#i$a$io% si se re&uiere elee%tos de $o%#i%aie%to: "

 _>0.2^′  , e7u"ere e%eme(o& #e co(f"(am"e(o.

o(#e:

c=

σ

 _= _=/ / + ( (× × )/(2× ×)

11323 4  0



31931.5

10 0 49 1 9  . 5

=

10.1 Kg/cm²

c0.2f'c- e7u"ere e%eme(o& #e co(f"(am"e(o

D) "eri#i$a$io% si se re&uiere re#uerzo% e% dos $apas: ":

>0.53!(^′ )× ×

y

"0.2

- &e u&ara acero e( #o& ca!a&.

o(#e:

 =_×_ 1., 2.,

e20cm- 8&ar acero e( #o& ca!a& Vu= 55.31( 36.64( 0.53!(^′  )×  #

8&ar acero e( #o& ca!a&

!or %o a(o u&aremo& acero e( #o& ca!a&.

E) 'e#uerzo i%io: 1 efuer$o or"$o(a% ; &e arH co( ca#a u(a #e %a& ecuac"o(e& a(er"ore&: 1., a = 1.6 cm c = 21. cm e(o(ce&:

I(correco- e& me(or 7ue 30cm   

2.,

> a%%a#o&- omamo& e% ma& #e&fa)ora+%e: 

=

45.0 cm

Ver"f"cac"o( #e% e%eme(o #e co(f"(am"e(o como co%um(a cora: e #e+e )er"f"car 7ue: #o(#e:

 )*+,

 )=/2-/( ^′ ) D'( =

 +,#*0.(0.&^′ (.)-×')

φ =

 # ×

114.0 cm

0.

Duego:

ρ= 0.015 y u(a gra!a #e 3/>

;



0.3

*

2.0

*;

150 1134

,

2.0

*

210 4200

*

50 cm 42 cm 50 cm

Do= omamo&: Do=

50 cm

*;

210 4200

*

2.2 cm²

0.09

*