BLOQUE: Tanque Elevado: Predimensionamiento Losa Maciza

BLOQUE: Tanque Elevado Predimensionamiento Losa Maciza: h=

Lmáx 40

h=

2.0 40 0.05

m

Asumir h =

0.10

m

h=

0.20

m

h=

Vias: h=

2.0 10

! " 0.#$m % " 0.#$ m

Metrado de caras &Tanque Elevado' -

()lculo de la (ara Muerta &*cm': #+ ,iso Peso Propio (h=15 cm) Peso muerto (2.5 cm. de concreto simpe) Peso de !"u!

-

#o$re %!r"! (%!r"! &i'!) %!r" %!r"!! t tim im!!

u = 1.4 1.4* *cm cm + 1.,* 1.,*c c''

-

()lculo de la (ara Muerta &*cm': /+ Peso Propio (h=10cm) Peso muerto (cieo r!so)

-

#o$re %!r"! (%!r"! &i'!) %!r" %!r"!! t tim im!!

u = 1.4 1.4* *cm cm + 1.,* 1.,*c c''

= = = *cm " *cv "

0.36 0.05 1.00 1.1 0.10

ton/m2 ton/m2 ton/m2 ton/m2 ton/m2

*u "

#./0

ton/m2

= = *cm " *cv "

0.24 0.05 0.# 0.10

ton/m2 ton/m2 ton/m2 ton/m2

*u "

0.#

ton/m2

Lateral ton/m 0.54 0.00

*cm ton/m #.#/ 0./$

(aras en Vias &,ara so2t3are 45P #000' (ara ,or ,iso %!r"!s 2- Piso %!r"!s 3- Piso

*cm ton/m2 1.41 0.2

*cv ton/m 0.10 0.10

5nc!o tri%. m 1.20 1.20

*cv ton/m 0.1# 0.1#

(aras en (olumnas &,ara so2t3are (46col' (olumna: (71 8rea tri%utaria Base (m) 2.40

1.20

Laro (m) 1.20

8rea (m2) 1.440 1.0

8rea Tri%. (m2) 1.440 1.440 1.440

*cm (ton/m2) 0.00 0.00 0.2

*cv (ton/m2) 0.10 0.00 0.10

Laro (m) 1.20 1.20 1.20 1.20 0.25

5ltura (m) 0.25 0.25 0.25 0.25 2.50

2.40

Pesos ,or Losa Piso 1 2 3

Peso ,or Muros9 Vias  (olumnas 5nc!o Elemento (m) 0.25 0.25 &i"!s 0.25 0.25 %oumn!s 0.25

Pm1 (ton) 0.000 0.000 0.41 0.# ; Veces 3 3 3 3 3


3.2 0.#

+ ton

(ara >ltima &Pu"1.-Pm?1.=-Pv': Pu = ton $.=

0.42

"

/.=0

ton

Pv (ton) 0.144 0.000 0.144 0.# P. U. (ton/m3) 2.4 2.4 2.4 2.4 2.4

Pm# (ton) 0.54 0.54 0.54 0.54 1.13 /.#

-

*

Predimensionamiento de (olumnas Atur! ot! de diicio !ctor de sistem! estructur!

n = %t =

6.5 35

m

ntonces  =

n %t

=

0.20

4"

1.

p =

0.

ntonces % =

2.5 p

("

0.$

@" U" (" 4" <"

0./ 1.$ 0.$ 1. A.0

!ctor de #ueo

Par)metros 4ismo n !ctor de Ampiic!ci>n #n #
C+ veces 4 Pe=

(ortante en la Base:

*

t=

2

@U(4 - Pe

VDs "

$.0=/

...789

#10

B"/cm2

ton

1 = 1.5 c = 4 ;= 0.00, c = 21,3,0.6512   P!r! 2Dc " φ = 1.25 $= 0.25 1/3

2.5

ton

VDs "

imensiones de columna: Atur! de 1- piso - de coumn!s ;áxim! distorsi>n permisi$e ;>duo de !sticid!d de concreto %oeiciente de m!Cor!ci>n Ancho de coumn! φ * &Fs*1

Peso 14.1 1.A1



t=

0.25 m

c*;*c*$

Asumir un! secci>n ?ect!n"u!r

5rea "

0.25

0.0#$

m2

0.25 o !sumir secciones con áre!s eDui'!entes !

" 0.0/

m2 0.,0

0.,0 0.25

0.25 0.45

0.30

0.45

0.30

5rea "

0.#

m2

0.022,,23

5rea "

0.#

m2

64EFO E LO45 E GOCO E (64TE
$= Dt =

100 0.,1

cm B"/cm2

8o = DdiseMo =

4.5 1.1,

B"/cm3 B"/cm2

(aras  coordenadas de cada (olumna (ol.

Pm

Pv

P

Q

HD

ID

PHD

PID

C+

(ton)

(ton)

(ton)

(ton)

(m)

(m)

(ton@m)

(ton@m)

01 0# 0/ 0

3.,0 3.,0 3.,0 3.,0

0.2 0.2 0.2 0.2

xF = ΣPHF ΣP

3. 3. 3. 3. 1$.

=

1.1

5.6,3 5.6,3 5.6,3 5.6,3 ##.

0.000 0.000 2.200 2.200

E

CF =

m

0.000 2.200 0.000 2.200 ΣPHF ΣP

0.000 0.000 .,, .,, 1=.$

0.00 ., 0.00 ., 1=.$

=

1.1

m

Es,esor de Losa ,or Punzonamiento P!r! coumn! cr
d/2

25

08

1.1*

d=

d/2

d/2

=

5.6,

ton

f F c * bo * d  

&u = =

56,3.24

B"

56,3.24

B"

56,3.24

B"

56,3.24

3.16 cm

d/2

25 P!r! coumn! cr
d/2

Vcp

25

=

1.1*

d=

5.6,

ton

f F c * bo * d  

&u = =

56,3.24

4.26 cm

d/2

d/2

25

P!r! coumn! cr
09

Vcp

=

1.1*

5.6,

ton

f F c * bo * d  

&u = =

56,3.24

d/2

d=

d/2

6.32 cm

e"imos e m!Cor per!te  d = 6.32

cm

t = 14.5 cm

cm

d " 11.=/ cm

25 Asumir 

t" imensiones de Platea en H I= en J L=

2.,0 2.,0

m m

6nercias Kx = I*L3 12

=

4.426,5 m4

KC = I*L3 12

=

4.426,5 m4

#0

Ti,o de Losa de (imentacin 4

λ =

8s * $ 4**K

K=

$ * t3 12

E

8o =

450

ton/m3

K 0.000 0.000 0.000 0.000

# 0.3 0.3 0.3 0.3

E

 = 21,3,0, ton/m2

r!nN!s H@H J@J

$ 1.35 1.35 1.35 1.35

&eriic!ci>n Oirecci>n H@H Oirecci>n J@J

L= L=

@ @

Momentos ,or eJcentricidad ;x = 22.6 * ;C = 22.6 *

1.10 1.10

0.000 0.000

Ecuacin de las ,resiones en los ,untos D= G +/@ ;C*H A KC D=

3.113

 

L  1.,5/λ

?esut!do de Anáisis

EJcentricidades ex = 1.10 eC = 1.10

1.35 1.35

+/@

0.000H

#=

t=

8s 4041.66, 4041.66, 4041.66, 4041.66,

λ

0.13 0.13 0.13 0.13

n+0.5 1.5*n

E > #= 0.20

E

m

n=

L mayor  L menor 

n=

2

1.75 / λ

1.2 1.2 1.2 1.2

1.2 1.2 Por lo tanto: utilizar el Metodo Rígido Convencional 

= =

0.00 0.00

= =

0 0

+/@

;x*I Kx

+/@

($+1)2 (2*$)2

m m

ton.m ton.m

0.000J

Es2uerzos del terreno en cada Punto &(olumna' (ol. C+

01 0# 0/ 0

QK5

(oe2.

(ton/m2)

3.113 3.113 3.113 3.113

H

(oe2.

(m)

0.000 0.000 0.000 0.000

@1.10 @1.10 1.10 1.10

qmáx =

/.11

I @1.10 1.10 1.10 @1.10 qmáx =

+/+ 3.11 3.11 3.11 3.11 3.11

qn =

11.,15

(m)

0.000 0.000 0.000 0.000

q (ton/m2) +/@ @/+ 3.11 3.11 3.11 3.11 3.11 3.11 3.11 3.11 3.11 3.11

&emos Due 

... 789

@/@ 3.11 3.11 3.11 3.11 3.11

Presiones >ltimas ,or 2ranas n direcci>n J@J Grana B (m) C+ G1 2.,0 G# 2.,0

B2 (m) 1.25 1.25

(olumna q prom (ton/m2) (01+02)/2 3.113 (03+04)/2 3.113

Q1 (ton) 5.6, 5.6,

Q# (ton) 5.6, 5.6,

PD qD (ton) (ton/m2) 10.3 /.# 10.3 /.#

n direcci>n H@H Grana L (m) C+ G/ 2.,0 G 2.,0

B2 (m) 1.25 1.25

(olumna q prom (ton/m2) (01+04)/2 3.113 (02+03)/2 3.113

Q1 (ton) 5.6, 5.6,

Q# (ton) 5.6, 5.6,

PD qD (ton) (ton/m2) 10.3 /.# 10.3 /.#

5cero en Platea n Oirecci>n J@J

atos $ = 100 cm d = 11.,3 cm n Oirecci>n H@H

atos $ = 100 cm d = 11.,3 cm

Fc = 210 B"/cm2 Mu Grana (olumn (ton@m) C+ C+ 1 1.,4 G1"G# 2 1.,4 1@2 0.,,

C = 5s (cm2) .0 .0 1.==

4200 B"/cm2 N'!r 4te>rico 4diseMo (pu") (cm) (cm)  1/2 FF 30.6  30  1/2 FF 30.6  30  3/ FF 40.30  30

Fc = 210 B"/cm2 Mu Grana (olumn (ton@m) C+ C+ 1 1.,4 G/"G 2 1.,4 1@2 0.,,

C = 5s (cm2) .0 .0 1.==

4200 B"/cm2 N'!r 4te>rico 4diseMo (pu") (cm) (cm)  1/2 FF 30.6  30  1/2 FF 30.6  30  3/ FF 40.30  30

Veri2icacin ,or (ortante: Vc

=

0.53

&c = &c =

Vc " &u =

f Fc * B * d

00.1 B" .0014 ton

=.

φ=

0.5

ton

1 * DF * L/2

Grana qD - ton/m2 @1 3.24 @2 3.24 @3 3.24 @4 3.24 Vu "

 

/.$

LK# m 1.1 1.1 1.1 1.1 ton

Vu ton 3.561 3.561 3.561 3.561 

Vc " =. ton

Sí cumple

.

iseo ,or 5cero Mnimo : 2..1 n ! direcci>n J@J (P!r!eo ! !do m!Cor de ! P!te!)  ρm
5cero mnimo : d y 

=

$

−

recub

−

Asumir  recu$ = φCFF =

φ  y  FF 2

ntonces   Amíny

=

 ρ mín * # * d y

,.5  1/2

cm pu"

dC = 11.A= cm

5smn " #.1 cm2

 

5cero ,ara diseo : El mayor entre A y  ! Amín

5s " .0 cm2

:

5cero real : 4

φ1/2R

5s

= "

 1/2 1.2,

pu" cm2

5.0 cm2 $.0A cm2

Es,aciamiento : S y 

=

φCFF =

 Av  * #   A y 

4 "

A' =

/1.0

cm

Usar :

E

   1K# R /0

Q789

2..2 n ! direcci>n H@H (P!r!reo ! !do menor de ! P!te!)  ρm
5cero mnimo : d "

=

$

−

φ  "  R Asumir  recu$ = φCFF = 2 φxFF =

recub φ y  R −

−

ntonces   Amín"

=

 ρ mín * B * d "

,.5  1/2  1/2

cm pu" pu"

dx = 10.0 cm

5smnJ " 1.1 cm2

 

5cero ,ara diseo : El mayor entre A "  ! Amín

5s " .0 cm2

:

5cero real : 4

φ1/2R

5sJ

= "

φxFF =

 1/2 1.2,

pu" cm2

5.0 cm2 $.0A cm2

Es,aciamiento : S " 

=

 Av  * B  A " 

4J "

/1.0

A' = cm

E

Usar :

   1K# R /0

Q789