DISEÑO DEL MURO SOTANO.doc

DISEÑO DEL MURO SOTANO

DATOS :  = 1.8 Tn / m3 γ  = φ = 30° S/C = 1.5 Tn / m2 =W h0 = 4.0 m E = 1 h 2 !A = 1 E = 1 h 3 !" = 2 E = 1 h 3 ! = 55 10

! =5.5

1.5

 

3.25 0.25 " = 0.#5! = 3#0

CAR$A DISTRI"UIDA %OR SO"RECAR$A & COE'ICIENTE DE %RESION ACTI(A: )* = T+ 2,45-φ/2 = T+2,2.5

)* = 0.2

A%LICANDO 'ACTOR DE SECUENCIA: SECUENCIA: )* = 1.30.2 = 0.35

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SO"RECAR$A ULTIMA DISTRI"UIDA:

WL = 1.8W)* = ,1.81.50.35 =0.45 Tn/m2 CAR$A TRIAN$ULAR DISTRI"UIDA %OR %RESION DEL SUELO:

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%RESION MAIMA DE SUELO:

W = γ  &  & h & )* = ,1.8 5.5x0.35 = 3.4#5Tn/ m 2

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%RESION ULTIMA DEL SUELO EN LA "ASE:

W" = 1.5 WM = ,1.53.4#5 = 5.20Tn / m2 E =  ,Wh = ,3.4#55.5 = .52

DIA$RAMA DE CAR$A  MOMENTO DEL MURO:

#.88

A

.#2#

0.45 Tn-m !A = 1.#8

4.4#8

5.5 !"= 3.3#

12.#0

"

10.24

#.145 Tn-m

RA = 5.20 R" = .24

DISEÑO %OR 'LEION & COM%RO"ACION DEL %ERALTE: M = 0.23# ƒ672

 = √ ,M/80.23#ƒ6 7

C9m9: " = 100 m ƒ6 = 250 )+/m2 M = 10.24 Tm-m = 1 024;00 )+-m = √ 8102400/,0.23#250100 = 13.18m ASUMIENDO: < = 25 m   = 22 m

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CALCULO DEL AREA DE ACERO: , METODO A LA RUTURA

SECCION A A." "

M .#2# 4.4#8 10.24

AS 12.8 .418 1.55

DISTRI"UCION φ > ? 20 m/2 9@*B φ3/8  ? 20m/2 9@*B φ1/2 ? 15m/2 9@*B

ƒ2 AS2 - ƒAS  M =0 1.ƒ67 184.4AS2-#1#00AB #2#00 =0

AS A = 12.##

AS A-" = 32#.512/.418 AS " = 31#.3/1.55

ACERO MINIMO: S< B**
φ3/8> 9n 2 *@*B

S=

0.1   3.125 ABh = φ 3/8  ? 20 m 2 9@*B

= 23 m

ABJ = φ 3/8  ? 1 m 2 9@*B

COM%RO"ACION %OR 'LEOCOM%RESION T

-*/2

C %J

0.25
WA 13.4 3008#.5

WL 022.5 14045.0

1.23WA 311.88 )+ 551#4.38 )+

%J = 8#3#4.2# )+ = 8#.3# Tn S*7
= 10.24 = 0.081 = 8.1 m 12#.8


DONDE: C = 0.85 = φ ƒ6 * 7 T = φ ABƒ6 LUE$O:

∑M G = 0
∑' = 0 %J  T C = 0

T = C-%J

φ ABƒ6 = 0.85 φ ƒ6 * 7  %J

φ ABƒ6 = 0.850.25010.12100 12#.8103 =23#45 AB = 23#45 = .35 m2  12.8 m2 0.852800 DISEÑO %OR COTE: ( = ,REACCION ISOSTATICA EN "   M,"  M,A L ( = 12.#0 - ,.#2#  10.24  = 8.141 Tn. 4 MAIMO 'UERPA CORTANTE QUE RESISTE EL CONCRETO: ( = 0.5 φ √ƒ6 7  = 0.50.85φ √25010022 = 14.84 Tn  8.141 Tn. MURO DE SOTANO

φ > ? 20 m

φ 3/4> ? 20 m

3 m

3 m 1.0 m

DISEÑO DE LA CIMENTACION DE LA %LACA  NI(EL  N12  N11 N2  N1 S %1

CM 24#33 30332 31202 33#5 250320

I DATOS %ARA EL DISEÑO: %S = 825;135 = 58;38 )+ / m   14.00

C( 245 ##0 24150 48300

%S 3188 320 55352 8##5 250320 825135

%U = 1180;834 = 84;345 )+ / m   14.00

γ B =4.0 )+ / m 2 ƒK= 250 )+ / m 2 ƒ = 2800 )+ / m 2 II DIMENSIONAMIENTO DEL ANC!O " DE PA%ATA: C9nB<*n9
γ n =  

84;345 = 5.#23 )+ /m 2 100150

I( COM%RO"ACION %OR CORTE: ASUMIMOS:  = #2.5 m

h = 55 m

25

125 

h " = 150

CORTE 1-1: ( = γ h 8125-25 =5.#23,125-25 = 5#;230 )+. ES'UERPO %OR COTE: ( = ( = 5#;230  7 150#2.5

=5.8 )+ / m 2

CORTE ADMISI"LE: ( = 0.5φ √ƒ  = 0.5 0. √250 = .115 )+ / m2 ( = 5.8 )+ / m2  ( = .115 )+ / m2 9  ( DISEÑO %OR 'LEION: M = γh 100,100 2  = 5.#23 100,1002 = 2 811;500 )+ / m2 2 2

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AREA DE ACERO

T*nG<*m9B 9n : A = 3m C9m9: AB =

M φƒ  , -*/2

=

2 811;500 =18028 m2 0.2800,#2.5  1.5

* = AB ƒ = 18.2  2800 0.85 ƒ  7 0.85 250 100

= 2.41 m

CUANDO: * = 2.41 m AB = 2 811;500   0.2800,#2.5-2.41/2

= 18.203 m2

SE%ARACION CON φ V> S = 2.85100 = 15.##   18.203 USAR: φ V> ? 15 m ACERO DE RE%ARTICION A B = 0.0025 7h = 0.0025100 55 = 13.5 m C9n φ 5/8>

S = 2.00100 = 14.55 m   13.5 UB*: φ 5/8> ? 15 m COM%RO"ACION DE LA LON$ITUD DE DESARROLLO L =

0.0# AB ƒ √ƒK

L = 21.25  0.00#ƒ

 0.00#ƒ = 1#.8

21.25  1#.8  ,125-.5 = 11.5 m L* G*nBH<
ƒB =

84 345 = 33.38 )+ / m 2 10025

%LANTA PA%ATQ CORRIDA DE %LACA

φ V> ? 0.15 A/S

  1.5

φ 

14.00