concreto armado 2 diseÑo de columna inter. y exter.docx

7/26/2019 Concreto armado 2 DISEO DE COLUMNA INTER. Y EXTER.docx

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CONCRETO ARMADO IIINGENIERIA CIVIL-UNSAAC

UNIVERSIDAD NACIONAL DE SAN ANTONIO ABAD DEL CUSCO

FACULTAD DE INGENIERIA CIVIL

LINEA DE ESTRUCTURAS

CONCRETO ARMADO II

EMA:

ANALISIS Y DISEO DE COLUMNAS

- DOCENTE:Ing. FRANCISCO SERRANO FLORES

- ESTUDIANTES:

1. VILLCAS HURTADO, FILIO DAMIAN - 110581

2. VILLALOBOS GOMEZ,

- FECHA DE ENTREGA:301215

- SEMESTRE:2015-II

1


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INDICE:

1.- ESBELTEZ ENCOLUMNAS pag: 3

ESBELTEZ DE LA COLUMNA INTERIOR SENTIDOX.pag: 5

ESBELTEZ DE LA COLUMNA EXTERIOR SENTIDO X.pag: 9

ESBELTEZ DE LA COLUMNA INTERIOR SENTIDO Y.pag: 13

ESBELTEZ DE LA COLUMNA EXTERIOR SENTIDO Y.pag: 1

!.- DISE"O DE COLUMNAS #OR BRESLER Y $ACOBSEN

DISE"O DE COLUMNA EXTERIOR.pag: !1

DISE"O DE COLUMNA INTERIOR.pag: !%

3.- DISE"O DE COLUMNAS #OR EL METODO DECONTORNO DE CAR&A

DISE"O COLUMNA EXTERIOR ..pag: !

DISE"O DE COLUMNA INTERIOR.pag: !'

2


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1.- ESBEL EZ EN COLUMNAS

VISTA EN PLANTA Y ELEVACION

VISTA EN ELEVACION Y-Y

3


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SECCION DE LAS COLUMNAS, ELEVACION.

!


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ESBEL EZ DE LA COLUMNA

IN ERIOR SEN IDO X

DATOS

".#. C$%#&n' (n)*+($+ 3.0 )n ".#.C$%#&n' $+/*101.20 )n

".#. C$%#&n' *#(n'3.10 )n M'2.00 Tn-& M'3.!0 Tn-& M'12.0 Tn-& M'11.20 Tn-&

CALCULO DE 1, 2 4

1=0 2=Kcol umna

Kpiso

K Columna:

5


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K1=

40(253 )12

300=173.61

K2=

40(253)12

240=217.01

Kcol=173.61+217.01=390.62 &3

K Piso:

Kpiso=It

L

It=Io+A d2

()g*+a A Y, AY,1 50 5 3250! 650 25 18650 1!00 22000

Yc=22000

1400=15.71cm

()g*+a I/ A 0 0! A0!

1 5!1.

6

50 10.61 11!.60

6!555


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! 5250 650 7.27 8.30 !625 1.

613728

0

It=61666.67+139280=200946.67 cm4

Eje B:

2= 390.62

200946.67

425

=0.83

Eje C Y D:

2= 390.62

( 200946.67425

2)=0.41

Eje E:

2= 390.62

200946.67

425+200946.67

476

=0.4 4

Eje G:

2= 390.62

200946.67

476

=0.93

CALCLULO DE 4

'.- S(n (&$4

E9* B 1=0 , 2=0.83 0.2

E9* C 1=0 , 2=0.41 0.5!

E9* D 1=0 , 2=0.41 0.5!

E9* E 1=0 , 2=0.44 0.52

6


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E9* G 1=0 , 2=0.93 0.3

.- C$n (&$4

E9* B 1=0 , 2=0.83 1.!!

E9* C 1=0 , 2=0.41 1.08

E9* D 1=0 , 2=0.41 1.08

E9* E 1=0 , 2=0.44 1.35

E9* G 1=0 , 2=0.93 1.55

VERIFICO SI HA: CHE;UEO "OR ESBELTEZ

'.- S(n (&$4

Kln

r 34 12

M1b

M2b

r=0.30 t=0.30(25)=7.5(RADIO DEGIRO ).

0.633007.5

34122.00

3.40

25.20


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's= 1.00

1(u(c

(u=36.60 (6 )+101.20 (10 )+63.10 (4 )=1484.00)n .

CACULO DE "C

(c=( *2 )EI

(Kln )2

Ec=15000+ c=15000210=217370.65-

cm

EI=

EcI-2.5

1+d

I-=40252

12=52083.33 c m4

d=5.40

29.02=0.19

EI=

217370.6552083.332.5

1+0.19=3.8109

E9*


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1

=

40(253 )12

300 =173.61

K2=

40(253)12

240=217.01

Kcol=173.61+217.01=390.62 &3

#)6/:

Kpiso=It

L

It=Io+A d2

()g*+a A Y, AY,

1 50 5 3250

! 650 25 18650

1!00 22000

Yc=22000

1400=15.71 cm

()g*+a I/ A 0 0! A0!

1 5!1.6 50 10.61 11!.60 6!555! 5250 650 7.27 8.30 !625 1.

6137280

It=61666.67+139280=200946.67cm4

11


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E9*


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E9* D 1=0 , 2=0.41 1.08

E9* E 1=0 , 2=0.44 1.35

E9* G

1=0 , 2=0.93

1.55

VERIFICO SI HA: CHE;UEO "OR ESBELTEZ

'.- S(n (&$4

Kln

r 34 12

M1b

M2b

r=0.30 t=0.30(25)=7.5(RADIO DEGIRO ).

0.633007.5

34120.68

1.11

25.20


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(c=( *2 )EI

(Kln )2

Ec=15000+ c=15000210=217370.65-

cm

EI=

EcI-2.5

1+d

I-=40252

12=52083.33 c m4

d=1.79

18.59

=0.096

EI=

217370.6552083.332.5

1+0.096=4.1109

E9*


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(c=(4 ) 216.83+ (8 ) 385.47+(4 )246.70+ (4 )187.14=5686.44)n

's= 1.00

1(u

(c

= 1.00

1 1484.00

0.705686.44

=1.594

MOMENTOS FINALES

M12 .7' T4-.M!2 1.11 T4-.M162 1.!81.59%2 17.!59T4-.M!627.781.59%2 1.5!T4-.

ESBEL EZ DE LA COLUMNA IN ERIOR SEN IDO Y

DATOS

o ".#. C$%#&n' (n)*+($+ 3.0)no ".#.C$%#&n' $+/*101.20)no ".#. C$%#&n' *#(n'3.10)no M'2.00 Tn-&o M'3.!0 Tn-&o M'12.0 Tn-&o M'11.20 Tn-&

CALCULO DE 1, 2 4

1=0

2=Kcol umna Kpiso

K Columnas:

15


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K1=

25(403)12

300=444.4

K2=

25(403)12

240=555.6

Kcol=444.4+555.6=1000 &3

K Piso:

Kpiso=It

L It=Io+A d2

()g*+a A Y, AY,

1 50 5 3250

! 650 25 18650 1!00 22000

Yc=22000

1400=15.71cm

()g*+a I/ A 0 0! A0!

1 5!1.6 50 10.61 11!.60 6!555

! 5250 650 7.27 8.30 !625

1


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1.6 137280

It=61666.67+139280=200946.67 cm4

E9*


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Kln

r 34 12

M1b

M2b

r=0.30 t=0.30(25)=7.5(RADIO DEGIRO ).

0.613007.5

34 122.00

3.40

24.4


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d=5.40

29.02=0.19

EI=

217370.65133333.332.5

1+0.19=9.7109

E9*


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DATOS

o ".#.C$%.(n)*+($ 3.0)no ".#.C$%.*#(n'3.10)no ".#.C$%.$+/*101.20)no M'0.8 Tn-&o M'1.11 Tn-&o M'10.20 Tn-&o M'.0 Tn-&

CALCULO DE 1, 2 4

1=0

2=KcolKpiso

C/;:

20


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K1=

25(403 )12

300=444.4

K2=25(40

3

)12

240=555.6

Kcol=444.4+555.6=1000 &3

#)6/:

Kpiso=It

L

It=Io+A d2

()g*+a A Y, AY,

1 50 5 3250

! 650 25 18650

1!00 22000

Yc=22000

1400

=15.71 cm

()g*+a I/ A 0 0! A0!

1 5!1.6 50 10.61 11!.60 6!555! 5250 650 7.27 8.30 !625 1.6 137280

It=61666.67+139280=200946.67 cm4

E9*


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CALCLULO DE 4

'.- S(n (&$4

E9* 1 1=0 , 2=1.57 0.1

E9* 2 1=0 , 2=0.78 0.52

E9* 3 1=0 , 2=0.78 0.52

E9* ! 1=0 , 2=1.57 0.1

.- C$n (&$4

E9* 1 1=0 , 2=1.57 1.10

E9* 2 1=0 , 2=0.78 1.05

E9* 3 1=0 , 2=0.78 1.05

E9* ! 1=0 , 2=1.57 1.10

VERIFICO SI HA: CHE;UEO "OR ESBELTEZ'.- S(n (&$4

Kln

r 34 12

M1b

M2b

r=0.30 t=0.30(25)=7.5(RADIO DEGIRO ).

0.613007.5 34 12

0.68

1.11

24.4


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1.103007.5

>22

44.00>22 &i!a"c!#$u#o%

'b=1.00

's= 1.00

1(u(c

1.1.3.CACULO DE "C

(c= ( *2 )EI

(Kln )2

Ec=15000+ c=15000210=217370.65-

cm

EI=

EcI-2.5

1+d

I-=25402

12=133333.33 c m4

d=1.79

18.59=0.096

EI=

217370.65133333.332.5

1+0.096=10.6109

E9*


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(c=(10 )960.678+(10)1054.349=20150.27 )n

's= 1.00

1(u

(c

= 1.00

1 1447.08

0.720150.27

=1.11

MOMENTOS FINALES

M12.7' T4-.M!21.11 T4-.M1621.!81.112 11.3! T4-.M!627.781.112 .33 T4-.

2.- DISEO DE COLUMNAS POR BRESLER Y JACOBSEN

DISEO DE COLUMNA EX ERIOR

D')$4

"# 5.80 Tn

M#> 8.20 Tn-&

M#? !.30 Tn-&

@ 210 g&2 @? !200 g&2

+ 5&

C'%#%$ /* *

#/=Mu"

(u=

4.30

56.80=7.57 cm

#"=Mu/(u = 8.20

56.80=14.44cm

#0=#/

2+#"2( t/t")2

=7.572+14.442=16.30 cm

C'%#%$ /* %' C#'n)'

1=t2 r

t=

401040

=0.75

2!


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A'$ *) "#Ag !L-3 0.65 0.!1 5.8 1.!)> "#>Ag!L-3 0. 1.20 0.3 85

(u/

A-=85

-

cm2( u/=852540=85)n

SENTIDO Y

A'$ *?)? "#?Ag!L-3 0.65 1.20 0.!1 5

(u"

A-=65

-

cm2( u"=652540=65)n

C'%#%$ /* "$

(o=0.80[0.85+0c(A-As )+As+" ]A-=2540=1000 cm2

As=0.0121000=12.00 cm 2

(o=0.700.80[0.85210(100012.00)+12.004200 ]

(o=138.244)n

C'%#%$ /* "#

1

(u=

1

(u/+

1

(u"

1

(o

1

(u=

1

85+ 1

65

1

138.24

(u=51.23)n>50.)nO2%

V*+('(n

25


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(u

(no 0.1

51.23

138.24

=0.37 0.1OK 2%

C'%#%$ /*% J+*' /* '*+$

3 &=(0.012)(25 )(40)

65/8 )3 &=12cm 24

C'%#%$ /* E)+($ DUAL 2

Lo

(Mayo

r

Ln300

50 cm OK!!

25 &!0& !0 &

So

(Mnor

K/K0.7

5.! &

'3 !03 13.3!

10& 1 , OK!!

& 0 525cm

" # $%&' 5cm) # $%&' *0cm" # $%&' *5cmr # $%&' "0cm

F(n'%&*n)* *% '+&'/$ *+4

2


27/35


DISEO DE COLUMNA IN ERIOR

DATOS

"# 35.!8 )n

M#> 12.5 )n-&

M#? 0.3 )n-&

@ 210 g&2

@? !200 g&2 + 5 &

CALCULOS

#0=#/2+#"2(

t/

t")

2

#/=Mu"

(u =

0.63

35.48=1.8cm

26


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#"=Mu/

(u=

12.65

35.48=35.7 cm

#0=

1.82+35.72(

25

40

)2

=29.80 cm

1=4010

40=0.75

#

t=

29.80

40=0.745

(u

A-=

35.48103

2540=35.48 -/cm 2

C$&'+'n/$ $n '$1=0.75=0.012

C$&+$'n/$ $+ BRESLER

SENTIDO X

1=0.60

#/t/=1.8

25=0.072=0.012

(u/

A-=150(u/=1502540=150tn

SENTIDO Y

1=0.75

#"

t"=

35.7

40=0.89=0.012

(u"

A-=36(u"=362540=36 tn

CALCULO DE "$

(o=0.70.8 (0.85210(254012.00 )+12.004200)

28


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(o=138.244 tn

R**&%''n/$ '%$+*

1

(u=

1

150+

1

36

1

138.244

(u=36.75>35.48 OK %

V*+('n/$

(u

(o>0.1

36.75

138.244>0.1

0.26>0.1OK %

CALCULO DE ACERO

3 &=0.0122540=12 cm2

665 /8 0 0

C'%#%$ /* E)+($ DUAL 2

Lo

(Mayo

r

Ln300

50 cm OK!!

25 &

!0& !0 &

So

(Mno

r

K/ K0.7 5.! &

'3 !03 13.3

!

10& 1 , OK!!

& 0 525 cm

" # $%&' 5cm) # $%&' *0cm" # $%&' *5cmr # $%&' "0cm

27


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2.- DISEO DE COLUMNAS POR EL ME ODO DE CON ORNO

DE CARGA

DISEO COLUMNA EX ERIOR

30


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DATOS4

"# 5.80 Tn

M#> 8.20 Tn-&

M#? !.30 Tn-&

@ 210 g&2

@? !200 g&2

+ 5&

DETERMINAR LA RESISTENCIA NOMINAL RE;UERIDA4

"n"# 5.800.5 86.38

Mn> M#> 8.200.5 12.2

Mn? M#? !.300.5 .2

ASUMINOS4 0.5

DETERMINACIN DE VALOR A 1.5

Mn"

Mn/=

6.62

12.62=0.52 E &*n$+ #*

25

40=0.63


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S* )(*n* #n' $%#&n' +*)'ng#%'+ /* 25>!0 * /*)*+&(n' %''+&'/#+' '+' #n' '+g' '>('% "n 86.38 )n ? #n' +*()*n(' '%&$&*n)$ #n('>('% *#('%*n)* Mn$>10.86 )nK&

ABACO4

Mn$? 20.5 )nK&

S* *+(@('4 '+' P 1

Mn/

Mno/+

Mn"

Mno"=

10.87

12.92+

6.62

20.65=0.950


33/35


DISEO DE COLUMNA IN ERIOR

DATOS

"# 35.!8 )n

M#> 12.5 )n-&

M#? 0.3 )n-&

@ 210 g&2

@? !200 g&2

+ 5 &

DETERMINAR LA RESISTENCIA NOMINAL RE;UERIDA4

"n"# 35.!80.5 55!.58

Mn> M#> 12. 50.5 17.!

Mn? M#? 0.30.5 0.76

ASUMINOS4 0.5

DETERMINACIN DE VALOR A 1.5

Mn"

Mn/=

0.97

19.46=0.05 * &*n$+ #*

25

40=0.63


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Mno/=19.46+0.97

40

25(10.65 )

0.65=20.30 )nK&

S* )(*n* #n' $%#&n' +*)'ng#%'+ /* 25>!0 * /*)*+&(n' %''+&'/#+' '+' #n' '+g' '>('% "n 35.!8 )n ? #n' +*()*n(' '%&$&*n)$ #n('>('% *#('%*n)* Mn$>20.30 )n &

ABACO4

Mn$? !0.53 )nK&

S* *+(@('4 '+' P 1

Mn/

Mno/+

Mn"

Mno"=

19.46

20.30+

0.97

40.53=0.983


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