Viga Simplemente Reforzada

8/16/2019 Viga Simplemente Reforzada

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DATOS DEL PROBLEMAUNIDADES UNIDADES

f'c= 21 Mpa 2.1 KN/cm^2fy= 420 Mpa 42 KN/cm^21= 0.!"#c= 24 KN/m^$

Ec= 1%!%2.0" Mpa

E&= 200000 Mpa

m= 2$."$

= 0.(DISPOSI)ION DE LA *I+A

L= ( ma,c-= 1.2 m&p&= 0.12 m

SE))ION TTANS*ERSAL= $0 cm-= 4" cm= 4%.4! cmRc3m= 4 cmy'= !."$ cm

c,5,c,&,6aa a6&&a7a a6&

a5 &5ac,& a &p3&6a&ca7c37ac,

TABLA. DIMENSIONES NOMINALES DE LAS BARRAS DE REFUERZODIMENSIONE

DIAM. (mm)

No.2 1/4" 6.4

No.3 3/8" 9.5

No.4 1/2" 12.

No.5 5/8" 15.9

No.6 3/4" 19.1

No. /8" 22.2

No.8 1" 25.4

No.9 1!1/8" 28.No.1 1!1/4" 32.3

No 11 1!3/8" 35 8

DESI#AN$ION DE LABARRA

DIAMETRO DEREFERN$IA EN IN$%


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No.14 1!3/4" 43

No.18 2!1/4" 5.3

0 0.0000"0

"0

100

1"0

200

2"0

$00

M [KN*m]


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)AL)ULO DE )AR+AS OBSER*A)IONES3,a

MUERTAS8 9D:PP*= 3.24 KN/mp& p7aca= 3.456 KN/m;= %.0" KN/m

SUMA TOT. 13.46 KN/m

*I*AS8 9L:

pa6,&= 4.! KN/m

MA@L= 24.152MOMENTO

M3ma= 244.39 KNmM,= 21.91

)UANTIAC= .42= .11 & c3mp7

)UANTIA BALAN)EADA c3a, 7a c3a,6aa7= .2165 , c3mp7 3&ama= .162563 =0>011m,7= .22

PRIMERA APROIMA)ION DE A&8a&3m, 8 c, ac 1''

y'= @.22 cm= 4.48

UNIDADA&= 15.665229 cm^2cmpac, A&8A&a7= 29.9124 cm^2 & ap6aA&ma= 22.4343 cm^2 & ap6a

NOMINALES

AREA mm2 'ERIM. (m aa 9cm:32 2 .25 0.$21 3 .56 0.%1129 4 .994 1.2(199 5 1.552 1.((284 6 2.235 2.!438 3.42 $.!%51 8 3.93 ".10

645 9 5.6 @.4"819 11.3 6.44 !.1(16 112 5 9 10 0@

MASA(/m)


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1452 135.1 11.38 14."22581 18.1 2.24 2".!1

0.0001 0.0001" 0.0002

MOMENTO &S $UR&ATURA

φ


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)OMPROBA)ION DE - BARRAS S-= 53. apmam& )ANT-= "" 2

,35 8 2= 48.8

)AL)ULO *I+A SIMPLEMENTE REHORADA

MUERTAS8 9D: ca7c37a

PP*= 3.96 KN/m )mpac

p& p7aca= 3.456 KN/m

;= .5 KN/mSUMA TOT. 14.466 KN/m

*I*AS8 9L: ca7cpa6,&= 4.8 KN/m

y'=MA@L= 25.392 M,=

MOMENTO c=M3ma= 253.5219 KNmM,= 281.691

)UANTIA ca7c37aC= .395 ,== .11 c=

f&= T&= Tc= T=Mc=

)=

f&= T&= Tc= T=Mc=

c35a63a

6.21E!6

4.393E!6.28

24

3=

c=&=

c=

c=

&=

c=


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0.0002"

MOMENTO *S )UR*ATURA


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+FN )RITERIO DE DISEGOBARRA aa TN.@ 5.68N.! 1.2A&= 15.88

, ap6 a77a E& y E&$0

[email protected]

7ac, a 7 f3J3,a

6.625 cm48.94 cm

12.4549196 cm28485.89429 KN/cm aQca

14.@"2!2"[email protected]%$!% aQca

HISURA11

29.4 cm.182521

.1213266

24.2@"$24"1(2 CN$!."$$$$"$$@"

10%."[email protected]"$$$"$$%"4"4.@01412$2 [email protected](($@E00@ aQca

A+RIETAMIENTO18.81

.82628

[email protected]@!@$%%4"242.0$21(@%$(4

1"1.((!1(4.0$01(@%$(1%($.40!%"4$! aQca4.$(2%%0E00@ aQca

mm,6

54.5461412

1.934854116.65

284 8589429

p,7=

ma=


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DATOS DEL PROBLEMAUNIDADES UNIDADES

f'c= 21 Mpa 2.1 KN/cm^2fy= 420 Mpa 42 KN/cm^21= 0.!"#c= 24 KN/m^$

Ec= 1%!%2.0" MpaE&= 200000 Mpam= 2$."$= 0.(

DISPOSI)ION DE LA *I+AL= ( ma,c-= 1.2 m&p&= 0.12 m

SE))ION TTANS*ERSAL= $0 cm

-= 4" cm= 4%.4! cmRc3m= 4 cmy'= !."$ cm

c,5,c,&,6aa a6&&a7a a6&

a5 &5ac,& a &p3&6a&ca7c37ac,


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)AL)ULO DE )AR+AS OBSER*A)IONES3,a

MUERTAS8 9D:PP*= 3.24 KN/mp& p7aca= 3.456 KN/m;= %.0"@ KN/m

SUMA TOT. 13.52 KN/m*I*AS8 9L:

pa6,&= 4.! KN/m

MA@L= 24.1824MOMENTO

M3ma= 244.8468KNmM,= 22.52

)UANTIAC= .42= .11 & c3mp7

)UANTIA BALAN)EADA c3a, 7a c3a,6aa7= .2165 , c3mp7 3&ama= .162563 =0>011m,7= .22

PRIMERA APROIMA)ION DE A&8a&3m, 8 c, ac 1''

y'= @.22 cm= 4.48

UNIDADA&= 15.69cm^2cmpac, A&8A&a7= 29.9124cm^2 & ap6aA&ma= 22.4343cm^2 & ap6a


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TABLA. DIMENSIONES NOMINALES DE LAS BARRAS DE REFUERZO

DIMENSIO

DIAM. (mm)

No.2 1/4" 6.4

No.3 3/8" 9.5

No.4 1/2" 12.

No.5 5/8" 15.9No.6 3/4" 19.1

No. /8" 22.2

No.8 1" 25.4

No.9 1!1/8" 28.

No.1 1!1/4" 32.3

No.11 1!3/8" 35.8

No.14 1!3/4" 43

No.18 2!1/4" 5.3

DESI#AN$ION DE LABARRA

DIAMETRO DEREFERN$IA EN IN$%


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ES NOMINALES

*+,* (-m)2AREA mm2 'ERIM. (mm)2

32 2 .25 .32

1 3 .56 .1

129 4 .994 1.29

199 5 1.552 1.99284 6 2.235 2.84

38 3.42 3.8

51 8 3.93 5.1

645 9 5.6 6.45

819 11.3 6.44 8.19

16 112.5 .9 1.6

1452 135.1 11.38 14.52

2581 18.1 2.24 25.81

&3ma 1.94

MASA(/m)

Viga Simplemente Reforzada

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