Copia de Diseño-Muro-Concreto-Armado-Pajuelon.xls

7/25/2019 Copia de Diseo-Muro-Concreto-Armado-Pajuelon.xls

1/8

1.00 DATOS INICIALES

Ws/c : 0.00 Sobrecarga Actuante

: 32.00 Grados Angulo de Friccin interna

: 0.00 Grados Angulo sobre la Horizontal del Talud: 1.44 Caacidad !ortante del Suelo

: 1."" !eso #seci$ico del Suelo

: 1.00 !eso #seci$ico del Agua

f`c : 210.00 Caacidad del concretof y : 4%200.00 Caacidad del Acero

FSD : 1."0 Factor de Seguridad or desliza&iento

FSV : 1.'" Factor de Seguridad or (olteo.h1 : 3.30 & ) sin ni*el $reatico

h2 : 0.00 & ) ni*el $reaticohp : 3.30 & Altura de la !antalla

: 2.40 !eso #seci$ico del Concreto

$ + Tang , - + 0%

$ + 0.2

$ asu&ido + 0.0

Ka = 0.30' 0.4/

2.00 !EDI"ENSIONA"IENTO

# 1 = 0.20 &t h$ = %/10 a %/12 )z + 0.3/ )z + 0.32

)z + 0."0 &t

#2 = %/10 a %/12 t2 + 0.3/ t2 + 0.32

t2 + 0.4" &t

& = 0'( % a 0') % + 1."2 + 2. + 2.3/ &t

1 + 1.4" &t

& 2 = 0.3 &t

0.00

t1 + 0.20

hp = 3.30% = *.+0

#2

0.4"

h$ = 0.,0

0.3 1.4"

&2 &1

& = 2.3/

DI"ENSIONA"IENTO DE -AATAt2 + 0.4" c&

)z + t2 "c&

h$ = 0."0 c&h$ = 0."0 c&

% = hp h$ = 3./0 &ts

!OECTO INSTALACIN DE LOS SE!VICIOS EDCATIVOS EN LA I.E. N3 400 DE 5ANTO %I!CA'DIST!ITO DE SAN &ENAVENT!A' !OVINCIA DE "A!A6ON' DEA!TA"ENTO

%7NCO

Tn &2

# gc&2

s Tn &3

8 Tn &3

gc&2

gc&2

c Tn &3

a + Tang254"6,27

Ka

9s =

Ws/c

= tn &2


2/8

&1 : ; = % 9 FSD 9 Ka 9 !s /2 = 1.2 8

2 9 f 9 !?

&1 = 1.4" &

&1 a @sa = 1.4" &

&1 = 1.4" &ts&2 = 0.3 &ts

DISE6O

0.20 &ts

)1 + 3.30 #1

#9

3.30

E2

)2+ 0.00

#H

a

#!;ong. ? a o&ento rto a

#1+ 2." 1.10 2./"

#2+ 0.00 0.00 0.00

0.00 0.00 0.00

#H+ 0.00 0.00 0.00

#9+ 0.00 1." 0.00

#A+ 2." A+ 2./"

"@ = 1,7 MA

"@ = 4./" Tn @ &

onde : = 0.0

Sabe&os Bue : B = 100.00 c&"@ = %%%%%% A f8c = 1'".00 gc&2

= 0.004

W = fy

f8c

ee&lazando en A :

"@ = 1%200."3 %%%%%%%%%%%%

Igualando A y B

= 20.10 c&

: dr,acero2 ;sa&os , Acero 12D E ecubri&iento 4 c&

1= 2(.)* c&0.2" &ts 1= 0.202 &ts

#1=

hp = Ka x sx h1

Kax h2 h2 Ws/cx Ka

Kax

sx h1^2

/ 2

Kaxsx h1x h2

Kax h2^2

/ 2

h2^2/ 2

KaxWsx h

p

x b x d2x f`'c x w x ( 1-,!"w #

d2

!or lo Tanto1

;SA8S 1 +


3/8

DISE6O O! CO!TE0.20 V@ = 1')V

V@ =

V@ = 3./ Tn

, + 0./"

3.10

V@ = 4."' Tn

)

Vc = 1"."2 Tn

d1 + 0.

2"

0.20

(c (u, 8

VE!IFICACION O! ESTA&ILIDAD0.20

W2W(

% = 3./0

W*

0."0 W1

0.3 0.4" 1.4"

2.3/

W LON5ITDES ?#s ESOS < > &!A-OS < & > &

#>##T8S > H gs Tn&3 Tn ts Tn@&1 2.3/ 0."0 2.40 2./ 1.1 3.40

2 3.30 0.20 2.40 1."/ 1.2/ 2.03

3 0.2" 1." 2.40 0. 1.10 1.0

4 1.00 3.30 1."" ".12 1.// .2

! esist. 10.,, ? esist. 14.1*Fac# G sGH@a a Gs$a?GJ#

FSD = Hr + $@ .33 2.((

Ha Ha 2."

FSD = 2.(( : 1.,0 OFac# G sGH@a a #G

FSV = r + 1.13 ,.4,a 2./"

FSV = ,.4, : 1.), O

1%'512@a@s@5)6d72 a@sc@5)6d77

Vc+ 0%"3 @ $ Ic @ b @ d

t1+


4/8

!ESIONES SO&!E EL TE!!ENO

= " "a + 1.13 1."3 10.""

Jo + 1."3 &ts

e + 26Jo + 60.33 &ts

G = 0.**M &ts

&/4 = 0.3' &ts

&/4 : G OK

2

a = 1.44 gc&2 1

1 = ! 5 1 e 7 1 = 0.0 gc&2 B1 - Ba 8K

2 = ! 5 16 e 7 2 = 0./2 gc&2 B1 - Ba 8K

DISE6O DE LA ANTALLA

EJ a &asG"@ = 4./" Tn@& As = u %%%%%%%%%%% 1

1 = 0.2" &ts ,@$E@5d6a27

= 0.20 &ts = 0.0

b + 100.00 c& a = As@$E %%%%%%%%%% %%% 20%/"@$ Ic@b

Tanteando entre 1 E 2 ando *alores

As = .0 c&2 a = 1.,,(

a = 1.""4 c&, 12 L 1M c?

VGfcaJ C@aJ#a

0%' $Ic + 0.0024

$E

= As + 0.0032'b@d

0.00*2) : 0.002( OKE

AcG "PJ? As+0.0024MbMdAs ?J = 4.//

12 L 24 c&

# 1 = 0.20 d1 + 0.1"#2 = 0.4" d2 + 0.40

# 1 2.'1 c&2 '.21 c&2 &

sa AcG pJcpa caa J#G 12 L 1M c&

?J =

?a9 = 0.75balan

?J

As?J en la corona +0%001/bdAs?Jen la base +0%001/bd

c&2


5/8

CO"O LA ANTALLA ES DE SECCION VA!IA&LE

%%%%%%%%%%%%%%%%1 %%%%%%%%%%%%%%%%2

,$Ed1 ,$Ed2

1 entre 2 considerando As1 + As2

" ?a9 / 2 = 2.42 Tn@& "@ = 0.0000 0.0000

h = 2.4"' &

#!;ong. ? a o&ento rto a

#1+ 1.44 0./2 1.1/

#2+ 0.00 0.00 0.00

0.00 0.00 0.00

#H+ 0.00 0.00 0.00

#9+ 0.00 1.23 0.00

#A+ 1.44 A+ 1.1/"@ = 1.1/ Tn @ &

TaJ# a JH#@ a C#G

Lc = ) 12 ,acero Lc = 2.1 &ts

edondeando Lc = 2." &ts

#T#=AC=8 #> !;T8 # C8T#

ee&lazando en 1

2.42 + 5d2d1 7 @u1

4./" + 5d2d1 7 @u1

"@1 = 0.1 Tn@&

"@2 = 1./2 Tn@&

As1 + u1 As2 + u2

"@2 + 5 d2d1 7@"@1

Kax

sx h1^2

/ 2

Kax

sx h1x h2

Kax h2^2

/ 2

h2^2/ 2

KaxWsx h

p

)3 )2


6/8

CO!TE DE ACE!O DE LA ANTALLA

1

1

>c + 2."

A!"AD!A !INCIAL EN LA &ASE

1/2 Q 1M c?

A!"AD!A SECNDA!IA

Ar&adura de &ontaNe 53/D o 12D7

S + 3, -+ 4"c&

12 L 4" c&

4.02 !EFE!-0 %O!I-ONTAL

Ast+ 0.0020bt 5contraccin E te&eratura7

Ast arriba: 4.00 c&2&.

23Ast+ 2.' c&2

12 L () c& cara en contacto con inte&erie

13Ast+ 1.33 c&2

12 L M, c& cara en contacto con suelo

Ast inter&edio: ."0 c&2&

23Ast+ 4.33 c&2

12 L 2M c& cara en contacto con inte&erie13Ast+ 2.1' c&2

12 L ,+ c& cara en contacto con suelo

Ast abaNo: .00 c&2&

23Ast+ .00 c&2

12 L 21 c& cara en contacto con inte&erie

13Ast+ 3.00 c&2

12 L (2 c& cara en contacto con suelo

DISE6O DE LA -AATA

W s = ".12 Ton &

W pp = 1.20 Ton &

u + .32 Ton &

= 0.20 &

Ws = ".12

1 = 0.0 Tn &2 Wpp = 1.202 = 0./2 Tn &2

B sub rec. + 0.0 Tn

B

R 2

B8

1.2"

1

1.4"

2.3/

s @ ) +

c @ )z@1 +


7/8

-AATA OSTE!IO! sG?GaJ$as

B8 = 60.4 Tn &2

B = 2 BR 0.3 Tn &2W@ = 5 s 7@1%4 + /./4 Tn &

"@ = 5 u 6 B2 @ 1%47 @ >O2 2 6 BbP@1%4 @ >O2 /.31 Tn@&

= 0.42 &ts As = u %%%%%%%%%%% 1

= 0.0 ,@$E@5d6a27

a = As@$E %%%%%%%%%%%%% 2

0%/"@$ Ic@b


As = ".3" c&2 a = 1.24 ".2

a = 1.2 c&

12 L 2( c&

VGfcaJ C@aJ#a ?J = 0%' $Ic + 0.0024$E

= As + 0.0012/

b@d

0.0012+ 0.002( N' EJ#JcGs @sa AcG "PJ?

As ?J = 10.0'

12 L 1* c&

As zaata derec)a osterior

12 L 1* c&

VE!IFICACION O! CO!TANTEV = 5 u 6 B2@1%4 7@5 >6d 7 6 0%"@BdQ@5 > 6 d 7 + ./4 Tn

R = 60.4 5 > 6 d 7 + 60.40 Tn &2

>

VJ = V = 11."/ Tn Vc = 32.03 Tn0./"

Vc = 32.03 #J : O Vc = 11."/ tn

-AATA ANTE!IO! u &a@ + B1@1%' 6 z@0% + 60.' Tn &

u + 60.420 Tn@&

2.00

"@ = 60.42 Tn@& As = u %%%%%%%%%%% 1,@$E@5d6a27

= 0.42 &ts = 0.0

a = As@$E %%%%%%%%%%%%% 2

0%/"@$ Ic@b


As = 60.2' c&2 a = 0.0001

a = 60.02' c&

12 L (), c&

As?J 0.001+B = '."1 c&2

12 L 1) c&

As zaata anterior 5iBuierda7

12 L 1) c&

?J

u@>2 +

c&2


8/8

!EFE!-O T!ANSVE!SALAst+ 4."0 c&2

12 L 2+ c&

Ar&adura de &ontaNe 53/D o 12D7

S + 3, -+ 4"c&

12 L 4" c&

5!AFICO DE LA EST!CT!A

Acero or ontaNe

, 12 , 12 L 1 c&

L 4" c&

, 12

L 4' c& , 12 L " c&

, 12

L 2 c&

, 12 L "/ c&, 12

L 21 c&

, 12 L 42 c&

, 12 L 13 c&

, 12

L 4" c&

, 12 L 2/ c&

, 12

L 1' c&

adio

12B

I$ P c 1'".00 210.00 2/0.00 A=8 8>#R

, c&

, Kgc&2 Kgc&2 Kgc&2 3/D 3.00

12D 30.00 2/.00 24.00 12D 4.00

"/D 3/.00 3".00 30.00 "/D ".00

34D 4.00 42.00 3.00 34D .00

1D 1.00 ".00 4.00 1D /.00

Copia de Diseño-Muro-Concreto-Armado-Pajuelon.xls

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