Calculo Columnas de Acero y Vigas Joist

8/18/2019 Calculo Columnas de Acero y Vigas Joist

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1

FACTORES QUE SE MODIFICAN

RESULTADONO NECESARIO MODIFICAR

Ps

COMPRESION= 62119 800 77.65AREA Fy

*Fy supone 500 - 1000 kg/ cm2

Mma CONSTFE!ION= "1795 100 27"9.67

1520

F#

PROPUESTA SI

IPR 2"!9SECCION 609.6!228.6 60.96

PESO 11$.09

AREA 1"".52S 288"

I 87"09 %& 22.2

' 2".61 %( 9.5

DISE)O DE LA COLUMNA

PS AREA

&a= 62119 1"".52

* L=+,mR. -s#-%-/= 0.65 5"0

2".61

'

Fa= 1"7$ S- #s,a -

&a Fa

&a3Fa= "29.8$ 1"7$


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PARA E4ALUACION 1

Mma CONST= "1795 100

&a

E4ALUCACION 2= "29.8$

1"7$

Fa

2


RESULTADO

NO NECESARIO MODIFICAR

PsCOMPRESION= 1982$ 800 2".78

AREA Fy*Fy supone 500 - 1000 kg/ cm2

Mma CONSTFE!ION= 792" 100 521.$2

1520

F#

PROPUESTA SI

IPR 1"5SECCION $55.6127 $5.56

PESO $8.69


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AREA "9.61

S 578I 10198 %& 10.7

' 1".$5 %( 6.5


PS AREA

&a= 1982$ "9.61

* L=+,mR. -s#-%-/= 0.65 5"0

1".$5

'

Fa= 1"$1 S- #s,a -

&a Fa

&a3Fa= $99.58 1"$1

PARA E4ALUACION 1

Mma CONST= 792" 100

&a

E4ALUCACION 2= $99.58

1"$1

Fa

3FACTORES QUE SE MODIFICAN

RESULTADO


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PsCOMPRESION= 120711 800 150.89


Mma CONSTFE!ION= 81$88 100 5$5"."7

1520

F#

PROPUESTA SI

IPC $$16SECCION 762.0"06." 76.2

PESO 156.9AREA 198.6

S 55$0I 210701 %& 15.9

' $2.57 %( 9.5


PS AREA

&a= 120711 198.6

* L=+,mR. -s#-%-/= 0.65 5"0

$2.57'

Fa= 1"8" S- #s,a -

&a Fa

&a3Fa= 607.81 1"8"

PARA E4ALUACION 1


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Mma CONST= 81$88 100

&a

E4ALUCACION 2= 607.81

1"8"

Fa

4



Ps

COMPRESION= $8521 800 "8.15AREA Fy


Mma CONSTFE!ION= 15"$0 100 1015.1$

1520

F#

PROPUESTA SI

IPR 186SECCION "57.2152." "5.72

PESO 59.52

AREA 76.1$S 1121I 25"7$ %& 1$.$


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' 18.$1 %( 8


PS AREA

&a= $8521 76.1$

* L=+,mR. -s#-%-/= 0.65 5"0

18.$1

'

Fa= 1"5$ S- #s,a -

&a Fa&a3Fa= 505.99 1"5$

PARA E4ALUACION 1

Mma CONST= 15"$0 100

&a

E4ALUCACION 2= 505.99

1"5$

Fa


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TALA PARA SACAR 4ALORES DE LOS MARCOS

CUS AT PP 4IA

s= 518 $.95 70 2116.1

L += 16.6 5." $.07

CONST CONST CONSTF= 6 2 1 1$.95

$.07

L

M2 = M$= 2116.1 16.6 "17951$.95

F L

M1=M"= 2116.1 16.6 208972 1$.95

CONST F

CONST M11=2= $ 20897 11610

5."

L

L41=4"= 2116.1 16.6 1756"

2

CONST

"29.8$

1".26 1"

%a#a PARA E4ALUA

0.29 2

S: -s may;' a 0.15 = sa' -,a,:; 2 =X


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s: -s m-;' a 0.15 = sa' -,a,:; 1Cm=

C=,m$0."8 2 728.71 F


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L

41=4"= 2116.1 7.78 82$22

CONST

$99.58

2"."6 2"

%a#a PARA E4ALUA

0.28 2 S: -s may;' a 0.15 = sa' -,a,:; 2 =

X

s: -s m-;' a 0.15 = sa' -,a,:; 1Cm=

C=,m17.78 2 690.77 F


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CUS AT PP 4IA

s= 518 7.82 70 "120.76

L +

= 16.6 5." $.07


$.07

L

M2 = M$= "120.76 16.6 81$881$.95

F L

M1=M"= "120.76 16.6 "069"2 1$.95

CONST F

CONST M11=2= $ "069" 22608

5."

L L

41=4"= "120.76 16.6 $"2022

CONST

607.81

10.78 11

%a#a PARA E4ALUA

0."1 2 S: -s may;' a 0.15 = sa' -,a,:; 2 =

X

s: -s m-;' a 0.15 = sa' -,a,:; 1 Cm=


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C=,m$8.1 2 7$5.85 F


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CONST

505.99

19.17 19

%a#a PARA E4ALUA

0.$5 2 S: -s may;' a 0.15 = sa' -,a,:; 2 =

X

s: -s m-;' a 0.15 = sa' -,a,:; 1Cm=

C=,m22.86 2 692.$6 F


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CION 2

Mma CONST C=,m

"1795 100 $0."8 2 728.7187"09


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CONST CONST M10.6 0." 20897 0.5

"1795

M2CONST

10"80000 L=+,m

0.65 5"0 51519.$"CONST 2".61

'

L=+,m ' CONST

5"0 2".61 1520 1"96.952 126 1

CONST CONST

&a Cm "29.8$ 0.5 728.71 0.5" SI

1"7$ &a F# ✓Fa 1 "29.8$ 1"96.95

CONST 51519.$"

F


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CION 2

Mma CONST C=,m

792" 100 17.78 2 690.77

10198

CONST CONST M10.6 0." $962 0.5

792"

M2CONST

10"80000 L=+,m

0.65 5"0 17516.6"

CONST 1".$5

'

L=+,m ' CONST

5"0 1".$5 1520 1"52.212 126 1

CONST CONST

&a Cm $99.58 0.5 690.77 0.52 SI

1"$1 &a F# ✓Fa 1 $99.58 1"52.21

CONST 17516.6"

F


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CION 2

Mma CONST C=,m

81$88 100 $8.1 2 7$5.85

210701

CONST CONST M10.6 0." "069" 0.581$88


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M2CONST

10"80000 L=+,m

0.65 5"0 902$6.57

CONST $2.57

'

L=+,m ' CONST

5"0 $2.57 1520 1506.8"2 126 1

CONST CONST

&a Cm 607.81 0.5 7$5.85 0.66 SI

1"8" &a F# ✓

Fa 1 607.81 1506.8"CONST 902$6.57

F


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5



Ps

COMPRESION= 62119 600 10$.5$AREA Fy


Mma CONSTFE!ION= 5885" 100 $871.97

1520

F#

PROPUESTA SI

IPC $016SECCION 762.0"06." 76.2

PESO 1$6.8

AREA 17$.2S "6$$

I 1765"$ %& 12.7

' $1.9$ %( 9.5


PS AREA

&a= 62119 17$.2 $58.65

* L=+,mR. -s#-%-/= 0.65 5"0 10.99

$1.9$

'

Fa= 1"8" S- #s,a - %a#a

&a Fa

&a3Fa= $58.65 1"8" 0.2"


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s: -s m-;' a

PARA E4ALUACION 1

Mma CONST C=,m= 5885" 100 $8.1

&a

E4ALUCACION 2= $58.65 6$5.07

1"8" 1520

Fa F#

6


RESULTADO


PsCOMPRESION= 1982$ 600 $$.0"


Mma CONSTFE!ION= 11158 100 7$".08

1520

F#

PROPUESTA SI

IPR 165132SECCION "06."1$9.7 "0.6"

PESO 16.1$


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AREA 58.8"

S 77$I 15609 %& 11.2

' 16.28 %( 7


PS AREA

&a= 1982$ 58.8" $$6.90

* L=+,mR. -s#-%-/= 0.65 5"0 21.56

16.28

'

Fa= 1""0 S- #s,a - %a#a

&a Fa

&a3Fa= $$6.90 1""0 0.2$

s: -s m-;' a

PARA E4ALUACION 1

Mma CONST C=,m= 11158 100 20.$2

&a

E4ALUCACION 2= $$6.90 726.28

1""0 1520

Fa F#

7FACTORES QUE SE MODIFICAN

RESULTADO


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PsCOMPRESION= 120711 600 201.19


Mma CONSTFE!ION= 11"19$ 100 7512.70

1520

F#

PROPUESTA SI

IPC $$16SECCION 8$8.2 "06." 8$.82

PESO 202.1AREA 255.85

S 811$I 656869 %& 22.2

' "5.$6 %( 9.5


PS AREA

&a= 120711 255.85 "71.80

* L=+,mR. -s#-%-/= 0.65 5"0 7.7"

"5.$6'

Fa= 1"9" S- #s,a - %a#a

&a Fa

&a3Fa= "71.80 1"9" 0.$2

s: -s m-;' a

PARA E4ALUACION 1


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Mma CONST C=,m= 11"19$ 100 "1.91

&a

E4ALUCACION 2= "71.80 $6".29

1"9" 1520

Fa F#

8



Ps

COMPRESION= $8521 600 6".20AREA Fy


Mma CONSTFE!ION= 21650 100 1"2".$"

1520

F#

PROPUESTA SI

IPR 216 132SECCION 5$$."165.1 5$.$"

PESO 8".82

AREA 107.7"S 15"9I "0957 %& 1$.6


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' 20.78 %( 9.7


PS AREA

&a= $8521 107.7" $57.5"

* L=+,mR. -s#-%-/= 0.65 5"0 16.89

20.78

'

Fa= 1"61 S- #s,a - %a#a

&a Fa&a3Fa= $57.5" 1"61 0.2"

s: -s m-;' a

PARA E4ALUACION 1

Mma CONST C=,m= 21650 100 26.67

&a

E4ALUCACION 2= $57.5" 70".89

1"61 1520

Fa F#


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TALA PARA SACAR 4ALORES DE LOS MARCOS

CUS AT PP 4IA

s= 72" $.95 120 2979.8

L += 16.6 5." $.07


$.07

L

M2 = M$= 2979.8 16.6 5885"1$.95

F L

M1=M"= 2979.8 16.6 29"272 1$.95

CONST F

CONST M11=2= $ 29"27 16$"8

5."

L

L41=4"= 2979.8 16.6 2"7$2

2

CONST

11

PARA E4ALUACION 2

Mma

2

S: -s may;' a 0.15 = sa' -,a,:; 2 = 5885"X


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0.15 = sa' -,a,:; 1 CONSTCm= 0.6

CONST2 6$5.07 F


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L

41=4"= 2979.8 7.78 115912

CONST

22

PARA E4ALUACION 2

Mma

2 S: -s may;' a 0.15 = sa' -,a,:; 2 = 11158

X

0.15 = sa' -,a,:; 1 CONSTCm= 0.6

CONST2 726.28 F


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29/40

CONST2 $6".29 F


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CONST

17

PARA E4ALUACION 2

Mma2 S: -s may;' a 0.15 = sa' -,a,:; 2 = 21650

X

0.15 = sa' -,a,:; 1 CONSTCm= 0.6

CONST2 70".89 F


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CONST C=,m

100 $8.1 2 6$5.071765"$


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CONST M10." 29"27 0.5

5885"

M2

L=+,m

5"0 86725.12$1.9$

'

' CONST

$1.9$ 1520 1506.$1126 1

CONST

Cm .5 6$5.07 0."5 SI

&a F# ✓1 $58.65 1506.$1

CONST 86725.12

F


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CONST C=,m

100 20.$2 2 726.28

15609

CONST M10." 5579 0.5

11158

M2

L=+,m

5"0 225"5.29

16.28

'

' CONST

16.28 1520 1"67.$$126 1

CONST

Cm 0.5 726.28 0."9 SI

&a F# ✓1 $$6.90 1"67.$$

CONST 225"5.29

F


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CONST C=,m

100 "1.91 2 $6".29

656869

CONST M10." 57097 0.511"19$


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M2

L=+,m

5"0 175022.20

"5.$6

'

' CONST

"5.$6 1520 151$.22126 1

CONST

Cm 0.5 $6".29 0."" SI

&a F# ✓

1 "71.80 151$.22CONST 175022.20

F


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CONST C=,m100 26.67 2 70".89

"0957

CONST M10." 10825 0.5

21650

M2

L=+,m

5"0 $67$1."620.78

'

' CONST

20.78 1520 1"87.67126 1

CONST

Cm 0.5 70".89 0."8 SI

&a F# ✓1 $57.5" 1"87.67

CONST $67$1."6

F


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FACTORES QUE SE MODIFICANRESULTADONO NECESARIO MODIFICAR

DISE)O DE 4IAS OIST

;sa SEP OIST

s= 72" 1." 101$.6

s LR1=R2= 101$.6 7.90 "00$.72

2

CONSTs L

Mma= 101$.6 7.9 7907.$58

CONST

L TAMA)O CUERDA

N> ILERAS= 7.9 " 1.9750


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?L

PERFIL PARA ATIEAMIENTO ORIONTALPERFIL SEP. MA!. DEL OIST

4ARILLA B 132 0.90 1

TUO B 132 C"0 2.00 2 TUO B $3" C"0 2.50 $

P.E.R. 1 1 4 2.75 "

P.E.R. 1 132 1 132 ".25 5

6 7

8

TAMA)O DE LACUERDA


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N> DE ILERAS DE ATIESADORESAS DISTANCIAS SON LAS LONITUDES DE LOS CLAROS@

1 ILERA 2 ILERA $ ILERAA " ILERA 5 ILERA

ASTA $.5 m $.5 a 5.5 m 5.5a 7.2m 7.2 a 9.0 m 9.0 a 11.0 m

ASTA 5.0 m 5.0 a 7.6 m 7.6 a 10.2 m 10.2 a 12.7 m 12.7 a 1".5 m

12.7 a 15.0 m

12.7 a 15.2 m

ASTA 7.2 m 7.2 a 10.8 m 10.8 a 1".5 m 1".5 a 16.0 m


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PER OIST LSADESINACIGN

CLARO EN MTS

PERALTE NOMINAL?,m@

MOMENT. RESIST. ?Hm@

MA!. REACCIONE!TREMO ?H@

MOMENTO INERCIA?,m"@

PESO APRO!IMADO?Hm@

Calculo Columnas de Acero y Vigas Joist

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