Diseño de Una Viga de Un Claro Soportado Por 2 Columnas

7/26/2019 Diseo de Una Viga de Un Claro Soportado Por 2 Columnas

1/8

DISEO DE UNA VIGA DE UN SOLO TRAMO SOPO

f'c = 210

fy = 4200

COLUMNA 1 :

SUPERIOR

Ancho = 30 cmPeralte = 70 cm

Altra S!er"or = 3 m

857500

285833.333

INFERIOR


Altra S!er"or = 4 m

857500

214375

VIGA :Ancho = 30Peralte = 60

L# = 8.97Rec$r"%"ento = 5

540000

55842.8128

L# E&ect"'a = 9.67

CARGAS :Aligerado:

Altra = 17 cm

Car(a D")tr"$"*a = 245Ancho Tr"$tar"o = 2.45 m

Pe)o Pro!"o = 600.25 Kg/m

Piso Terminado :E)!e)or 5 cm

Ancho Tr"$tar"o = 2.45 mPe)o Pro!"o = 245 Kg/m

Viga:Pe)o Pro!"o 432 Kg/m

Tabiquera:T"!o *e La*r"llo = 1 (1 ! " #$%&!##

Pe)o e)!ec+&"co *el la*r"llo = 1900E)!e)or *el ta$",e = 0.15 m

DATOS INICIALES:

Kg/cm2

Kg/cm2

ICOL SUPERIOR

= cm3

-COL SUPERIOR

=

ICOL SUPERIOR

= cm3

-COL SUPERIOR

=

I COL SUPERIOR=-

COL SUPERIOR=

Kg/m2

Kg/m3


2/8

Pe)o *el Ta$",e = 285

Car(a D")tr"$"*a = 180Ancho Tr"$tar"o = 0 m

Pe)o Pro!"o = 0 Kg/m

Sobreargas:So$recar(a = 400Ancho Tr"ntar"o = 2.45 mTotal So$recar(a = 980 Kg/m

RES!"EN DEL "ETRADO DE CAR

1.27725 ,-/m

0.98 ,-/m

C LC!LO DEL RE$!ER%O

C&lulo Es'ru'ural se reali(ar& )or *+ CROSS ,se reali(a

0.1004274754 0.2066

7.7924083333 7.7924

0.7825718965 1.6103

0.8051837802 0.3912

0.0808625743 0.0808

0.0404312872 0.04040.0040604121 0.0083

0.0041777349 0.0020

0.0004195594 0.0004

0.0002097797 0.0002

2.10676443604787E005 4.33527592

2.16763796417965E005 1.05338221

2.17690408407146E006 2.17690408

1.08845204203573E006 1.08845204

1.09310490717495E007 2.24937886

1.12468943137678E007 5.46552453

1.12949720245498E008 1.12949720

5.64748601227488E009 5.64748601

5.67162762786835E010 1.16710109

5.83550545780064E010 2.83581381

5.86045081034328E011 5.86045081

Re)lta*o 7.7744959908 6.5263Glo$ale) 7.7744959908 6.5263

V h"!er). = 0.1290764927 0.1290V ")o)t. = 4.835 4.

V = 4.9640764927 4.7059

#*m-$ 1 #*

Kg/m2

Kg/m2

Kg/m2

=

=

ijMij1raD")t

1raTran)%

2*aD")t

2*a

Tran)%/raD")t

/raTran)%

0taD")t

0taTran)%

taD")t

taTran)%

taD")t

taTran)%

3%aD")t

3%aTran)%

4'aD")t4'aTran)%

5naD")t

5naTran)%

16%aD")t


3/8

V a la) cara) = 4.6140764927 4.3559Mo%ento a la) Cara) = 6.0983192183 4.9405

U$"cac"7n *el Mo%ento M89"%o Po)"t"'o = 4.9640764927 mMo%ento M89"%o Po)"t"'o = 4.546531722 ,-/m

"omen'os )or Sismo:Mo%ento a la "#,"er*a = 2 ,-/mMo%ento a la *erecha = 2 ,-/m

En/ol/en'e de "omen'os:

1= U = 1.5 1.8 2= U = 1.25 ( E+ = $&g$ */= U = 1.25 ( E+ = $&g$ !

0= U = 0.90 1.25 E E = $&g$ S= U = 0.90 1.25 E

0 1 2 3Mo%ento a la Col%na A = 22.44105243 14.7067888 19.70678882 4.5101704

Mo%ento al Centro = 16.73066842 12.8283234 12.828323412 5.22635188Mo%ento a la Col%na = 18.18043377 11.4399382 16.43993822 3.1792318

Col%na 1 Centro22.4410524335

4.5101703994 16.7306684203

0.01606402

Mo%ento Ne(at"'o en Col%na 1:

= 0.00714418OBSERVACIN: N -"c"!$ &"f*"& "- cm&"!:-

A) = 11.7878914

Mo%ento Po)"t"'o en el Centro: = 0.00519581

OBSERVACIN: N -"c"!$ &"f*"& "- cm&"!:-A) = 8.5730794

Mo%ento Ne(at"'o en Col%na 2:

= 0.00568066OBSERVACIN: N -"c"!$ &"f*"& "- cm&"!:-

A) = 9.37309281

CO"4INACIONES DE CARGA:

RE$!ER%O:

mxima=

cm2

cm2

cm2

RE$!ER%O "5NI"O:


4/8

0.00241523

3.98512861

7.6017955 ,-/m

;ona *e Con&"na%"ento = 120 cmD"8%etro *el e)tr"$o a )ar = 1/ 4

D"8%etro %a


5/8

TADA POR 2 COLUMNAS

COLUMNA 1 :

SUPERIOR


Altra S!er"or = 3 m

0

0

INFERIOR


Altra S!er"or = 4 m

857500

214375

cm

cm

m

cm

m

(S:# %!-!;#" $&$ $#*&$ %" 17< 20< 25< 30< 35 cm !-c#*y" #$ *"&!& %" 5 cm+

m$c! y 2 ! " #$%&!## )*"c+

ICOL SUPERIOR

= cm3

-COL SUPERIOR

=

ICOL SUPERIOR

= cm3

-COL SUPERIOR

=

cm3


6/8

NO, > $ $&g$ !&!;*!%$ %"# $;!?*" :# " )$##$% )$$ *- m@A!m

%" 500 Kg/m2< ! ;&"$$ &"$#!$& %" $c*"&% $# &"g#$m"-

AS

'omando una arga uni'aria en Tn-m.

85183

83333

675604

59483

625743

12872554699

30206

195594

97797

35931E005

02394E005

07146E006

03573E006

75356E007

87475E008

45498E008

27488E009

56013E009

93417E010

34328E011

63063

263063

64927 ,-

35 ,-

235073 ,-

-$ 2


7/8

35073 ,-

030787 ,-/m

"&$

$

m!c$

69.5101704

5.22635188

8.1792318

Col%na 218.1804337668

3.1792318016

Var"lla ?B(%@ Cant"*a* Parc"al 2 1/ 4 0.32 0.25 0 0.00

/ 3/ 8 0.71 0.56 0 0.00

0 1/ 2 1.27 0.99 0 0.00

5/ 8 1.98 1.56 1 1.98 3/ 4 2.85 2.23 3 8.55

3 7/ 8 3.88 3.04 0 0.00 4 1 5.07 3.97 0 0.00

5 1 1/ 8 6.41 5.06 0 0.00

16 1 1/ 4 7.92 6.40 0 0.0011 1 3/ 8 9.58 7.90 0 0.0010 1 11/18 13.15 11.38 0 0.00

14 2 1/ 4 25.65 20.83 0 0.00

,$# = 10.53

*$?!l(@ A)?c%2@


8/8

cm

cm

> Re)to 6.2

Total

3.81

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Diseño de Una Viga de Un Claro Soportado Por 2 Columnas