LOSA Maciza 3 Tramos 2 Luces

8/19/2019 LOSA Maciza 3 Tramos 2 Luces

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1er Casoaligerado 3 tramos 3.10 21 = 0.15 > 0.2


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Luz 0.50 1.35 3.10 ,igideces 1.00 0.30 0.0 1.00

1 2 3udo .0-1 !1- !1- !-3 !-3 !3-6

W 0 0 0 0 0 0

L 0.5 1.35 1.35 3.1 3.1 0

const 6 1 1 1 1 6

L)con ". 133. 133. 06. 06. 0.0

1 -1 1 -1 1 -1

". -133. 133. -06. 06. 0.0

udo 1 2 37ramo 0-1 1- 1- -3 -3 3-6

1.00 0.30 0.0 0.0 0.00

)sum 1.00 0.30 0.0 1.00 0.00

CR!!-1.00 -0.30 -0.0 -1.00

M.+. " #134 134 #705 705 0

16 -16 8 -35 05 -05

-81

131 81 800 300

0.00 -131 131 -300 0

-85 -150

85 150 -15

33 5

0.00 -33 33 -5 0

-18 -3

18 3 -56


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1O

1"

0.00 - -1" 0

-6 -"

6 " -13

" #" 457 #457 0 0

A/SCD " " 457 457 0 0

der iB$ der iB$ der iB$

6. AAL'S'S 7,AMO EO, 7,AMO

,i = L ) C Mi - Md D ) L +SF;+,(O de &O,7+ 4i = ,i - n

,d = L - ,i 4d = ,d - n

GCD = ,i ) MOM+7OS + 'S+HO

GICD = L - GCD G = ancho de apoJo )

MCD = ,i ) C D - Mi M@ = ,i G - Mi - G )

Gi = GCD - C GCD - Mi ) D MI@ = ,d G - Md - G )

Gd = GICD - C GICD - Md ) D MCD = ,i ) C D - Mi

1 2 3

L 1.6 3.1

Ancho apoJo = 0.5 es apoJado 0.5 es apoJado

/ase = 0.10 0.10

losa = h = 0.1 0.1

ecurimiento 0.03 0.03

d 0.0" 0.0"

n 0.1" 0.1"

G 0.10

0.0 0.0

L 1.10 .5


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4

03/10/2016 ING.CIVL1Omo

Mi " 65

Md 65 0

,i 1616

,d "1 10"6

GCD 0.0" 1.81

GICD 1.01 1.6

MCD -8 80

Gi -1.00 0.38

Gd -1.00 0.00

+SF;+,(O de &O,7+

4i -"0 16

4d 6 "8

MOM+7OS + 'S+HO

M@ -" -30

MI@ -3 105

CD -8 80

7ramo LuB ancho de d % Momento C-D ,eacciones Momentos de di+s#uerB cortant Eunto de in#le@

apoJo ' ' GCD ' CD ' '

1er Caso M@ MK@ MCD1- 1.10 0.5 0.1" 0 -". -3.6 8. "1.3 0.1 -". -3.6 -5. -"0.5 6.1 -1.00 -1.00

-3 .5 0.5 0.1" 0 -30.1 105.0 1616.6 10"3.8 1.8 -30.1 105.0 8".5 16. "8.6 0.38 0.00



2do Caso M@ MK@ MCD1- .55 0.5 0.3 50 -3. -8.5 68". 100". 0. -3. -8.5 15.5 6. 3.8 0.0 1.01

-3 3.60 0.5 0.3 50 -80".1 53. 11"3.0 ".0 .1 -80".1 53. 501.6 100.6 5"3.6 0.6 0.03

3-6 0.00 0.00 0.00 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00


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1Omo



3er Caso M@ MK@ MCD1- .55 0.5 0.3 50 -3. -8.5 68". 100". 0. -3. -8.5 15.5 6. 3.8 0.0 1.01

-3 3.60 0.5 0.3 50 -80".1 53. 11"3.0 ".0 .1 -80".1 53. 501.6 100.6 5"3.6 0.6 0.03

3-6 0.00 0.00 0.00 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00

EA,A LOS *,AF'&OS M@ = ,i G - Mi - G )

MI@ = ,d G - Md - G )

1er &asdo &aso3er &as 0 0.0 1er &asodo &aso 3er &aso 0.0 0.0


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1Omo

1- 1- 1- 0 0.0 -3 -3 -3 0.0 0.0

,i 8. 68". 68". 0.0 0.0 1616.6 11"3.0 11"3.0 0.0 0.0

0.0 50.0 50.0 0.0 0.0 0.0 50.0 50.0 0.0 0.0

Mi ". 3. 3. 0.0 0.0 30.1 80".1 80".1 0.0 0.0L 1.10 .55 .55 0 0.0 .5 3.6 3.6 0.0 0.0

0 " 3 3 0 0 30.1 16055.3 38"05.1 0.0 0.0

0. 11 -65 -65 0 0 56.

0.6 6" -106 -106 0 0 -15.3

0.8 1 -160 -160 0 0 -30.1

0. " -15 -15 0 0 -5".

1 3 -16 -16 0 0 -856.3

1. 551 -10 -10 0 0 -63.8

1.6 86 -5 -5 0 0 -".

1.8 1013 " " 0 0 -18.5

1. 1" 13 13 0 0 -00.

1818 5 5 0 0 -6.

. 1"0 60 60 0 0 -88.0

.6 35" 51 51 0 0 -560.1

.8 6 0 0 -3."

. 366 ""8 ""8 0 0 -1"0.8

30.1

30.1

30.1

30.1


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1Omo

0

0.0 0.0 0.0

' ' '

-1.00 -1.00 0.38 0.00 0.00 0.00

0.0 1.01 0.6 0.03 0.00 0.00

Ma@imos 0.0 1.01 0.6 0.03 0.00 0.00

0.0 0.0 0.0

0.0 0.0 0.0

M@ MK@ MCD M@ MK@ MCD M@ MK@ MCD

". 3.6 -5. 30.1 105.0 8".5 0.0 0.0 0.0

3. 8.5 15.5 80".1 53. 501.6 0.0 0.0 0.0

0.0 3. 8.5 15.5 80".1 105.0 8".5 0.0 0.0 0.0

0.0 80".1 105.0 8".5

0.0 8".5 0.0 0.0

0.0 0

$%#& $%'& ' 1 37.8 0.0 152.5 0.1 1.0

627.5 0.0 67".5 0. 0.0

3 67".5 0.0 0.0 0.0 0.0

6 0.0TRAMO1-2

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15-500

0

500

1000

1500

2000

2500

3000

3500

1 - 2

Lux


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03/10/2016 ING

C ( L C ) L ( C * R +ormulasEara 175 usar AsC-D = 8.0 - C 38.5 - Mu ? 100 ) 5338.6Eara #Ic = 15 g ) cm

AsCD = 6.0 - C 50.00 - MuCD ? 100 ) 1136.1 D C 1) D

Eara 210 usar AsC-D = .3 - C 5.0 - Mu ? 100 ) 666.08Eara #Ic = 10 g ) cm

AsCD = ."0 - C 35.1 - MuCD ? 100 ) 1111.8 D C 1) D

(C*R %#&175 D,ame-ro diametros

(s%#& (s m, (s d,seo

0.08 cm 0.58 0.56 cm

1.0 cm 0.58 1.07 cm

1.1 cm 0.58 1.17 cm

0.00 cm 0.58 0.56 cm0.00 cm 0.58 0.56 cm

(C*R %'&175

(s%'& (s d,seo

0.6 cm 0.24 cm

1.0 cm 1.08 cm

0.00 cm 0.00 cm

0.00 cm 0.00 cm

(C*R %#& 210

(s%#& (s m,

0.08 cm 0.58 0.56 cm

1.08 cm 0.58 1.06 cm

1.15 cm 0.58 1.15 cm

0.01 cm 0.58 0.56 cm

(C*R %'&210


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03/10/2016 ING.C

1O

1 Metrado de cargas g)cm

1.1 &argas permanentes Eeso

Eeso losa aligerada 60 peso C Eeso-iB$ Ees 100 g ) ml

Eeso piso acaado 100 peso C Eeso-iB$ Ees 50 g ) ml

Eeso s)%iga 100 peso ? A-%ig 5 g ) ml

Eeso de trai$ueria 0 peso C L-iB$ L-der 0 g ) ml

Wm 12"5 Kg / ml

1. &argas 4i%as

Sore carga 500 peso C L-iB$ L-der 135

W 1375 Kg / ml1.3 &argasss de dise9o cargas #actoriBadas

Wu 1.4 Wm ' 1.7 W 6150.50 Kg / ml

6.15 / m

Wu 1.4 Wm 1.1 / m AAL'S'S +L EO,7'&O

M+7OO A'

.1 Momento de inercia L

'%1 = A-%ig ? peralte3 ) 1 8061 cm6 5.5 55000

'% = A-%ig ? peralte3 ) 1 8061 cm6 0 0

'c1 = piCD ? d6 ) 86 diamet 30 cm2

'c = A-col ? lado ) 1 3"81 cm6 3 30000

. ,igideces columnas %1 = '%1 ) 6.3

,igideces %igas % = '% ) L

c = 'c ) 1.33

.3 &oe#icientes de distriucion

&c = - c ) C sumatoria C c % D D &%1 &%


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&% = - c ) C sumatoria C c % D D 6.3 0.00

&c 1.33 &c 1.33 &c 1.33

A / &

.6 Momentos de empotramiento L ) 1

M A/ 10.68 7-m

M /A 10.68 7-m

M /& 0.00 7-m

M &/ 0.00 7-m

,+O+O = +&'AL+S

#10.46 -0.3" -10.68 10.68 -0.3" 10.46 0 0.00 0 0.00 0.00-0.11 6.0 -0.11 -0.5

1.15

'S+HO + 4'*AS


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6. 8.01 "."6 8.01

5. 10.86 1.68 10.86

5.8 15." 15. 15."

8 1. 1.3 1.8.6 .6" 1.8 .6"

8. 35. 5.63 35.

3".8 .3 3".8

.6

.

ancho de apoJo 0.5 0.5 0.5 0.5 0.5 0.5

apoJo ) 0.15 0.15 0.15 0.15 0.15 0.15

MiC-D 1.1 13.18 1." 13.18 1.1 13.16 7-m

MdC-D 1. 0.1 13.85 0.1 1. 0.18 7-m

,+S;M+

7,AMO A - /

&ASO MiC-D MdC-D MCD

1 1.1 1. .

1." 13.85 -0.13 1.1 1. .

1." 13.85 .

7,AMO / - &

&ASO MiC-D MdC-D MCD

1 13.18 0.1 0.00

13.18 0.1 0.00

3 13.16 0.18 0.00

13.18 0.1 0.00

13.85 13.18

1 2 3 4 5 6 7 8 9 10111213141516171819202122

0.00

2.00

4.00

6.00

8.00

10.00

12.00

TRAMO B - C

Column!

Column

G


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1." 13.85 0.1

. 0.00

A / &

recurimiento = 6 cm

+strio 3) A,+A 0.1 cm

&AL&;LO +L A&+,O /arra 3)6 A,+A .6 cm

A&+,O + 1 &AEA d = peralte - C recurimiento diametro estrio mitad diametro de la arra D

d = 66 cm

A&+,O + &d = peralte - C recurimiento diametro estrio diametro de la arra espacio de aceros )

d = 61 cm

A&+,O + ,+F;+,(O

A&+,O +*A7'4O % # & d = 66 cmase 5 cm d = 61 cm

#Ic = 15 g)cm

#J = 600 g)cm

iametro ,u = Mu ) C d D

&uantia min = 0.0033 As = cuantia ? ? d

As min = cuantia min ? ? d 3.8300 &uanti ase d =

Mu ase d ,u L As min ,u >= As min V"# $a%la &s

A 1"000 5 66 6.0 5.5 3.8300 %er tala 6.0 0.0033 3.83

/ 1+008 5 61 3.6 0 3.8300 %er tala 3.6 0.0101 10.35

& 1000 5 66 0.3 3 3.8300 &uant min. 3.83 0.0033 3.83

A&+,O EOS'7'4O % ' & d = 66 cmase 5 cm d = 61 cm

#Ic = 15 g)cm

#J = 600 g)cm


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iametro ,u = Mu ) C d D

&uantia min = 0.0033 As = cuantia ? ? d

As min = cuantia min ? ? d 0.0000 &uanti ase =

AEONO ase d ,u As min ,u >= As min 4er ta &s

A-/ 000 5 66 3".03 3.83 3.83 %er tala 3".03 0.0033 3.83

/-& 0 5 66 0.00 3.83 3.83 uant min. 0.00 0.00


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2do Casoaligerado de 3 tramos 3.65 21 = 0.1 > 0.2


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Luz 1.25 2.80 3.65 0.95 ,igideces 1.00 0.63 0.5 1.00

1 2 3udo .0-1 !1- !1- !-3 !-3 !3-6

W 50 50 50 50 50 50

L 1.5 . . 3.85 3.85 0."5

const 6 1 1 1 1 6

L)const 3. 3." 3." 863." 863." 1.

1 -1 1 -1 1 -1

3. -3." 3." -863." 863." -1.

udo 1 2 37ramo 0-1 1- 1- -3 -3 3-6

1.00 0.63 0.5 0.5 0.00

)sum 1.00 0.63 0.5 1.00 0.00

CR!!

-1.00 -0.63 -0.5 -1.00

M.+. 38 #37" 37" #644 644 #22

361 -361 11 -311 8 -8

-605

18 "


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38 #38 726 #726 22 #22

A/SCD 38 38 726 726 22 22



,i = L ) C Mi - Md D ) L +SF;+,(O de &O,7+ 4i = ,i - n

,d = L - ,i 4d = ,d - n

GCD = ,i ) MOM+7OS + 'S+HO

GICD = L - GCD G = ancho de apoJo )

MCD = ,i ) C D - Mi M@ = ,i G - Mi - G )

Gi = GCD - C GCD - Mi ) D C1)D MI@ = ,d G - Md - G )

Gd = GICD - C GICD - Md ) D C1)D MCD = ,i ) C D - Mi

1 2 3

L . 3.


/ase = 0.10 0.10

losa = h = 0.5 0.5

,ecurimiento 0.03 0.03

d 0. 0.

n 0.3 0.3

G 0.10

50.0 50.0

L .55 3.60


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Mi 3 8

Md 8

,i 60 11"3

,d 100" "

GCD 0.1 .08

GICD 1.6 1.36

MCD 15 501

Gi 0.0 0.6

Gd 1.01 0.03

+SF;+,(O de &O,7+

4i 6 100

4d 6 5"3

MOM+7OS + 'S+HO

M@ -3 -80"

MI@ -8 53

CD 15 501


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3er Casoaligerado de 3 tramos 3.65 21 = 0.1

1. Metrado de cargas Ancho de LOSA = 0.25 m&arga permanentes m

peso de losa aligerada 320 g)m

peso de piso acaado 100 g)m

peso carga e$ui%alente o tai$ueria 0 g)m

D 420

&argas %i%as

sore carga 500 0

L 500

. &argas ultimas de dise9o

A&:O de 4'*;+7A = 0.4 m

&argas en %iguetas

&arga ultima muerta

&arga ultima %i%a

3. eterminacion de momentos&onsiderando %olados imaginarios

+@termos M = L ) i

Medios M = L ) 1 d

&alculo de las rigideces

1 1- 1.00 = 3.85 ? 0."5

-3 0.5 = .0 ? 0."5

1 ? !5 0.5

3 ? !5 0.00

1.

4olado

1 2


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Luz 1.25 2.80 3.65 ,igideces 1.00 0.63 0.5 1.00

1 2 3udo .0-1 !1- !1- !-3 !-3 !3-

W 50 50 50 50 50 5

L 1.5 . . 3.85 3.85 0.

const 6 1 1 1 1

L)const 3. 3." 3." 863." 863." 1

1 -1 1 -1 1 -

3. -3." 3." -863." 863." -1

udo 1 2 37ramo 0-1 1- 1- -3 -3 3-

1.00 0.63 0.5 0.5

)sum 1.00 0.63 0.5 1.00

CR!!-1.00 -0.63 -0.5 -1.00

M.+. 38 #37" 37" #644 644

361 -361 11 -311 8 -8

-605

18 "


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38 #38 726 #726 22 #22

A/SCD 38 38 726 726 22 22



,i = L ) C Mi - Md D ) L +SF;+,(O de &O,7

,d = L - ,i

GCD = ,i ) MOM+7OS +

GICD = L - GCD G = anch

MCD = ,i ) C D - Mi M@ = ,i G

Gi = GCD - C GCD - Mi ) D C1)D MI@ = ,d G

Gd = GICD - C GICD - Md ) D C1)D MCD = ,i )

1 2 3

L . 3.


/ase = 0.10 0.10

losa = h = 0.5 0.5

,ecurimiento 0.03 0.03

d 0. 0.

n 0.3 0.3

G 0.10

50.0 50.0

L .55 3.60


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Mi 3 8

Md 8

,i 60 11"3

,d 100" "

GCD 0.1 .08

GICD 1.6 1.36

MCD 15 501

Gi 0.0 0.6

Gd 1.01 0.03

+SF;+,(O de &O,7+

4i 6 100

4d 6 5"3

MOM+7OS + 'S+HO

M@ -3 -80"

MI@ -8 53

CD 15 501


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308803335 l


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ple la condicion de ser menor

O,*+ /+A,AO OLO,'+,

'*. &'4'L

&O&,+7O A,MAO 1

3.50 e)1 350 g)m

= 163 55.

Kg/ml

= 575.2 580 Kg/ml

= 235.2 235.2 g)ml

= 360 360 g)ml

e@tremo iB$uierdo cara e@terior

e@tremo derecho cara e@teior

3.85

308803335 xlsx


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4i = ,i - n

4d = ,d - n

)

)

Mi

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308803335.xlsx


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308803335.xlsx


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Documents

LOSA Maciza 3 Tramos 2 Luces