Diseño de Columnas

CORTE DE

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0 0..2255 00..5500 33..2200 00..996600 0 0..2255 00..5500 33..2200 00..996600 0 0..2255 00..5500 22..7700 00..881100 0 0..2255 00..5500 22..7700 00..881100 0 0..6600 00..6600 33..2200 22..776655 5 5..7755 ---- 66..7755 1133..558844 6 6..0000 ---- 77..0000 66..330000 6 6..0000 ---- 77..0000 00..884400 6 6..0000 ---- 77..0000 44..220000 31.229 31.229 6 6..0000 77..0000 8.4008.400 S S == 2266..9988 TTnn 0 0..2255 00..5500 33..2200 00..996600 0 0..2255 00..5500 33..2200 00..996600 0 0..2255 00..5500 22..7700 00..881100 0 0..2255 00..5500 22..7700 00..881100 0 0..6600 00..6600 33..2200 22..776655 5 5..7755 ---- 66..7755 1133..558844 6 6..0000 ---- 77..0000 66..330000 6 6..0000 ---- 77..0000 00..884400 6 6..0000 ---- 77..0000 44..220000 31.229 31.229 4.1.1. Metrado de Cargas para Cuarto Piso

4.1.1. Metrado de Cargas para Cuarto Piso A. Metrado de Carga Muerta (D) A. Metrado de Carga Muerta (D)

Peso de la Viga 107 Peso de la Viga 107

Peso del muro Peso del muro

2.400 2.400 P

PeessooddeellaaVViiggaa111122 22..440000 P

Peesso o dde e lla a ccoolluummaanna a CC--33 22..440000 P

Peesso o dde e lla a lloossa a aalliiggeerraaddaa 00..335500

P

Peessooddeeppiissootteerrmmiinnaaddoo 00..110000

B. Metrado de la Sobrecarga (L) B. Metrado de la Sobrecarga (L)

0.150 0.150 P

Peesso o dde e aaccaabbaaddo o dde e cciieerrllo o rraassoo 00..002200 Peso de la losa aligerada

Peso de la losa aligerada Peso del muro

Peso del muro

Peso de acabado de cierlo raso Peso de acabado de cierlo raso Peso de piso terminado

Peso de piso terminado

P

PeessooddeellaaVViiggaa111100 22..440000 EELLEEMMEENNTTOOSS AANNCCHHO O ((mm)) ESPESORESPESOR

(m) (m) TOTAL TOTAL (Tn) (Tn) 0.200 0.200 ELEMENTOS ELEMENTOS Sobre carga Sobre carga LARGO (m) LARGO (m)

4.1.2. Metrado de Cargas para Tercer Piso 4.1.2. Metrado de Cargas para Tercer Piso

A. Metrado de Carga Muerta (D) A. Metrado de Carga Muerta (D)

PESO ESPECIFICO PESO ESPECIFICO (Tn/m2 Ó Tn/m3) (Tn/m2 Ó Tn/m3) SUBTOTAL SUBTOTAL (Tn) (Tn) P

PeessooddeellaaVViiggaa110099 22..440000 ELEMENTOS ELEMENTOS Peso de la Viga 110 Peso de la Viga 110 Peso de la Viga 107 Peso de la Viga 107 Peso de la Viga 112 Peso de la Viga 112 Peso de la columana C-3 Peso de la columana C-3 LARGO (m) LARGO (m) 2.400 2.400 2.400 2.400 2.400 2.400 2.400 2.400 2.400 2.400 ANCHO (m) ANCHO (m) C. Carga Sismica C. Carga Sismica SUBTOTAL SUBTOTAL (Tn) (Tn) Peso de la Viga 109 Peso de la Viga 109 ESPESOR ESPESOR (m) (m) PESO ESPECIFICO PESO ESPECIFICO (Tn/m2 Ó Tn/m3) (Tn/m2 Ó Tn/m3) 0.350 0.350 0.150 0.150 0.020 0.020 0.100 0.100 ANCHO (m) ANCHO (m) LARGO (m) LARGO (m) PESO ESPECIFICO PESO ESPECIFICO (Tn/m2 Ó Tn/m3) (Tn/m2 Ó Tn/m3) B. Metrado de la sobrecarga (L) B. Metrado de la sobrecarga (L) TR B JO

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S S == 2211..7722 TTnn 0 0..2255 00..5500 33..2200 00..996600 0 0..2255 00..5500 33..2200 00..996600 0 0..2255 00..5500 22..7700 00..881100 0 0..2255 00..5500 22..7700 00..881100 0 0..6600 00..6600 33..2200 22..776655 5 5..7755 ---- 66..7755 1133..558844 6 6..0000 ---- 77..0000 66..330000 6 6..0000 ---- 77..0000 00..884400 6 6..0000 ---- 77..0000 44..220000 31.229 31.229 6 6..0000 77..0000 21.00021.000 S S == 1144..3311 TTnn 0 0..2255 00..5500 33..2200 00..996600 0 0..2255 00..5500 33..2200 00..996600 0 0..2255 00..5500 22..7700 00..881100 0 0..2255 00..5500 22..7700 00..881100 5 5..7755 ---- 66..7755 1133..558844 6 6..0000 ---- 77..0000 66..330000 6 6..0000 ---- 77..0000 00..884400 6 6..0000 ---- 77..0000 44..220000 28.464 28.464 P

Peesso o dde e aaccaabbaaddo o dde e cciieerrllo o rraassoo 00..002200 P

Peessooddeeppiissootteerrmmiinnaaddoo 00..110000 EELLEEMMEENNTTOOSS AANNCCHHO O ((mm)) ESPESORESPESOR

(m) (m) _{LARGO (m)LARGO (m)} PESO ESPECIFICO PESO ESPECIFICO (Tn/m2 Ó Tn/m3) (Tn/m2 Ó Tn/m3)

4.1.4. Metrado de Cargas para Primer Piso 4.1.4. Metrado de Cargas para Primer Piso

A. Metrado deCarga Muerta (D) A. Metrado deCarga Muerta (D)

2.400 2.400 P

Peesso o dde e lla a lloossa a aalliiggeerraaddaa 00..335500 P Peessooddeellmmuurroo 00..115500 SUBTOTAL SUBTOTAL (Tn) (Tn) P

PeessooddeellaaVViiggaa110099 22..440000 P

PeessooddeellaaVViiggaa111100 22..440000 P

PeessooddeellaaVViiggaa110077 22..440000 TOTAL TOTAL (Tn) (Tn) B. Metrado de la Sobrecarga (L) B. Metrado de la Sobrecarga (L) P

Peesso o dde e lla a lloossa a aalliiggeerraaddaa 00..335500 P

Peessooddeellmmuurroo 00..115500

P

Peesso o dde e aaccaabbaaddo o dde e cciieerrllo o rraassoo 00..002200

SSoobbrreeccaarrggaa 00..550000 EELLEEMMEENNTTOOSS AANNCCHHO O ((mm)) ESPESORESPESOR

(m) (m) _{LARGO (m)LARGO (m)} PESO ESPECIFICO PESO ESPECIFICO (Tn/m2 Ó Tn/m3) (Tn/m2 Ó Tn/m3)

4.1.3. Metrado de Cargas para Segundo Piso 4.1.3. Metrado de Cargas para Segundo Piso

A. Metrado de Carga Muerta (D) A. Metrado de Carga Muerta (D)

Peso de la Viga 112 Peso de la Viga 112 SUBTOTAL SUBTOTAL (Tn) (Tn) P

PeessooddeellaaVViiggaa110099 22..440000 P

PeessooddeellaaVViiggaa111100 22..440000 P

PeessooddeellaaVViiggaa110077 22..440000 P

PeessooddeellaaVViiggaa111122 22..440000 P

Peesso o dde e lla a ccoolluummaanna a CC--33 22..440000

P

Peessooddeeppiissootteerrmmiinnaaddoo 00..110000

EELLEEMMEENNTTOOSS AANNCCHHO O ((mm))

LARGO (m) LARGO (m) PESO ESPECIFICO PESO ESPECIFICO (Tn/m2 Ó Tn/m3) (Tn/m2 Ó Tn/m3) C. Carga Sismica C. Carga Sismica C. Carga Sismica C. Carga Sismica TR B JO

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6

6..0000 77..0000 21.00021.000

S

S == 77..2255 TTnn

Total de carga

Total de carga muerta (PDmuerta (PD) ) == 112222..115522 TTnn

Total

Total de de carga carga viva viva (PL) (PL) == 7711..440000 TTnn

Total

Total de de Carga Carga Sismica Sismica == 7700..226600 TTnn

  DATOS   DATOS b = t = b = t = 6600 CCmm f´c = f´c = 221100 KKgg//ccmm22 fy fy == 44220000 KKgg//ccmm22 0.500 0.500 EELLEEMMEENNTTOOSS AANNCCHHO O ((mm))

LARGO (m) LARGO (m) PESO ESPECIFICO PESO ESPECIFICO (Tn/m2 Ó Tn/m3) (Tn/m2 Ó Tn/m3) TOTAL TOTAL (Tn) (Tn) B. Metrado de la Sobrecarga (L) B. Metrado de la Sobrecarga (L)

4.2. Datos para el Diseño de Columna 3 -8 4.2. Datos para el Diseño de Columna 3 -8

Sobre carga Sobre carga

4.1.5. Total de Cargas para la Columna 3-8 4.1.5. Total de Cargas para la Columna 3-8

C. Carga Sismica C. Carga Sismica

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P

Puu1 1 == 331111..774488 TTnn PPuu2 2 == 229999..668800 TTnn

A) Momento de

A) Momento de Carga MuerCarga Muerta (DMD)ta (DMD)

M MDD8 8 == 1133..3355 TTnn..mm M MDD3 3 == 77..2222 TnTn..mm 1 133..3355 TTnn..mm

B) Momento de Carga Viva (DML) B) Momento de Carga Viva (DML)

M MDD8 8 == 66..4477 TnTn..mm M MDD3 3 == 66..0033 TnTn..mm 6 6..4477 TTnn..mm C) Momento de Sismo C) Momento de Sismo M MDD8 8 == 77..1133 TnTn..mm M MDD3 3 == 4499..9933 TTnn..mm 4 499..9933 TTnn..mm Mmáx(L) = Mmáx(L) = Mmáx(D) = Mmáx(D) = Mmáx(S) = Mmáx(S) = U = 0.75(1.5D + 1.8L +1.25S)---(2) U = 0.75(1.5D + 1.8L +1.25S)---(2) u u = = 1.5D 1.5D + + 1.8L 1.8L ---(1)---(1) 4.3. Determinación de Carga Ultima 4.3. Determinación de Carga Ultima

4.4. Determinación de Momentos Ultimos 4.4. Determinación de Momentos Ultimos

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D) Determinación del Mu D) Determinación del Mu M Muu8 8 == 3311..667711 TTnn..mm MMuu8 8 == 3300..443388 TTnn..mm M Muu3 3 == 2211..668844 TTnn..mm MMuu3 3 == 6633..007722 TTnn..mm U = 0.75(1.5D + 1.8L )----U = 0.75(1.5D + 1.8L )---- MM22ss== 6633..007722 TTnn..mm M M22b b == 1166..226633 TTnn..mm t - d´- dc t - d´- dc 60 - 6 - 660 - 6 - 6 tt 6060 ᴪ3 = ᴪ3 = 0.000.00 7.7 7.7 (60 * 60^3)/(12*325) (60 * 60^3)/(12*325) (35 * 50^3)/(12*700) (35 * 50^3)/(12*700) 4.6.2. Estimacion de Valor de k

4.6.2. Estimacion de Valor de k Apartir de la Monograma de Jackson y MorelanApartir de la Monograma de Jackson y Morelandd ᴪ =

ᴪ = (Ec *Ic/Lc)(Ec *Ic/Lc)

ᴪ8 =

ᴪ8 = ==

ɣ =

ɣ = == == 0.800.80

4.6. Determinacion de Factor de Logitud Efectiva 4.6. Determinacion de Factor de Logitud Efectiva

4.6.1. Calculo de factor de Resisistencia Rotacional ( 4.6.1. Calculo de factor de Resisistencia Rotacional (ᴪ7)ᴪ7) 4.5. Determinación del Factor (

4.5. Determinación del Factor (ɣ)ɣ) u

u = = 1.5D 1.5D + + 1.8L 1.8L ---(1)---(1) U = 0.75(1.5D + 1.8L +1.25S)---(2)U = 0.75(1.5D + 1.8L +1.25S)---(2) TR B JO

TR B JO ESC LON ESC LON DE DE L L II II UNID D UNID D DE DE CONCRETO CONCRETO RM DO RM DO IIII

(Eg *Ig/Lg) (Eg *Ig/Lg)

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Cancel Anytime. K K = = 1.6151.615 LLu u == 337755 CCmm ɭe ɭe == K * luK * lu == 660055..662255 CCmm K * lu K * lu rr Donde: Donde: 60 60 * * 6060^3 ^3 10108080000000 CmCm44 12 12 A Ac c == 6600**6600 == 33660000 CCmm22 r r == 1177..332211 CCmm 605.625 605.625 17.321 17.321 Evaluamos Evaluamos E E >> 2222 34.966 34.966

Entoces la columna es esbelta

Entoces la columna es esbelta consideramos el Mu el mayoconsideramos el Mu el mayorr

E E == IIcc== == E E == == 3344..996666 1.615 1.615 * 375 * 375 ==

4.6.3. Determinación de la Longitud Efectiva 4.6.3. Determinación de la Longitud Efectiva

4.7. Determinación de Grado de Esbeltes de la Columna 4.7. Determinación de Grado de Esbeltes de la Columna

  ==     =  =   1080000  1080000 3600 3600 TR B JO

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Cancel Anytime. βd = βd = 0.6320.632 E EI I == 55..7755EE++1100 KKgg..ccmm22  P  Pc c == 11554488..003388 TTnn δns1 = δns1 = 1.3671.367 (U=0.75 (1.5D + 1.8L +1.25S) (U=0.75 (1.5D + 1.8L +1.25S) a). Calculo de βd a). Calculo de βd b). Calculo de EI b). Calculo de EI c). Calculo de Pc c). Calculo de Pc

4.9. Determinacion del Factor de

4.9. Determinacion del Factor de Magnificación del Momento LateralMagnificación del Momento Lateral

 =

 =





 

_

_

()

()

 EI EI

=

=

  .  .∗∗ ∗∗ + + _





_

=

=

 

 

 .  

 .  



 .  

 .  



  

  . 

.  









_

=

=

  .  . ∗∗.. . . EI EI

=

=

  .  .44 ∗ ∗     ∗∗ ((   ∗∗   ))   + .+ .

Pc

Pc =

=

π

π

 

_{∗∗ 5.}

_{5.75 ∗ 10}

_{75 ∗ 10}



(605.625)

(605.625)







_

_

=

=





−

−

_{.. ∗9.}  .  ._{∗9.} TR B JO

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Cancel Anytime. δns2 = δns2 = 1.3481.348 Muc = Muc = Muc = Muc = M Muuc c == 110077..224499 TTnn..mm M Muuc c == 110077..224499 TTnn..mm P Pu u == 229999..668800 TTnn Muc Muc Pu Pu 107.249 107.249 299.680 299.680 0.358 0.358 0.6 0.6 Pu Pu f'c * b * t f'c * b * t K K == 00..4400 Pu * e Pu * e 4.13. Determinacion del factor e/t 4.13. Determinacion del factor e/t

e/t = e/t = == 00..6600 K = K = == 299.680 * 10^3299.680 * 10^3 210 * 60 * 60 210 * 60 * 60

4.11. Solicitaciones de Finales deDiseño (S.F.D) 4.11. Solicitaciones de Finales deDiseño (S.F.D)

4.12. Determinacion de Excentrecidad 4.12. Determinacion de Excentrecidad

m m

4.14. Determinación de los Valores de K y 4.14. Determinación de los Valores de K y K e/tK e/t

δns1 * Mu1 + δns2 * Mu2 δns1 * Mu1 + δns2 * Mu2 e e == e e == == 00..335588 4.10.

4.10. Determinación del MomDeterminación del Momento Ultimo de Diseñoento Ultimo de Diseño

1.367 * 16.263 + 1.348 * 63.072 1.367 * 16.263 + 1.348 * 63.072

K e/t =

K e/t = 299.680 * 1000 * 0.358 * 100299.680 * 1000 * 0.358 * 100 TR B JO

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Cancel Anytime. Luego Luego ρtm ρtm 0.0500.050 m m 23.52923.529 0.01 0.01 ≤≤ ρcρc ≤≤ 0.080.08 ρc = ρc = 0.010.01 Ast = Ast = ρc * Acρc * Ac Ast = Ast = 00..0011**6600**6600 == 3366..0000 ccmm22 A Asst t == 3366..4400 cm2cm2 4 Ø 1'' + 8 Ø 5/8'' 4 Ø 1'' + 8 Ø 5/8'' Seccion de la columna 3-7 Seccion de la columna 3-7 ρc = ρc = == == 00..0000221133

Usaremos el acero longitudinal para la columna columna 3-8 Usaremos el acero longitudinal para la columna columna 3-8

4.16. Determinación y Selección de Area de Acero Longitudinal 4.16. Determinación y Selección de Area de Acero Longitudinal

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4.18.1. Recistencia de concreto a l

4.18.1. Recistencia de concreto a la fuerza cortantea fuerza cortante

Ѵ Ѵ_{c =c = 2233..447766 TTnn} Ø Ø = = 0.850.85 ØVc = ØVc = ØѴcØѴc Ø ØVVc c == 00..885 5 * * 2233..4477 == 1199..995555 TTnn Evaluacion Evaluacion Ø ØVVc c << VVuu 1 199..995555 2244..993366 Ѵs Ѵs _{= = 9988..559999 TTnn} Ø ØVVs s == VVu u - - ØØVVcc Ø ØVVss== == 44..998811 TTnn Evaluacion Evaluacion Nesita estribos Nesita estribos 18.074 - 19.955 18.074 - 19.955 4.18. Diseño por

4.18. Diseño por fuerza cortantefuerza cortante

4.18.2. Resistencia de acero de l

4.18.2. Resistencia de acero de la fuerza cortantea fuerza cortante Ѵ Ѵ  = = ..   ′′_{ b*db*d} Ѵc Ѵc = 0= 0.50 .50 212100 * 6* 60 *0 * 5454 Ѵ Ѵ  = = ..   ′′_{ b*db*d} Ѵ Ѵ = 2= 2.1 .1 212100 ** 660 0 ** 5454 TR B JO

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Cancel Anytime. b/2 = b/2 = 6600//2 2 == 3300 ccmm S S == bb//2 2 == 6600//2 2 == 3300 ccmm 1100 ccmm S S== 1100 ccmm b b == 6600 ccmm SSccoonnff. . == 1166ØØL =L = 1166**11..55887 7 == 2255..339922 ccmm 48Øe = 48Øe = 4488**00..99553 3 == 4455..774444 ccmm SSccoonnff. . == 2255 ccmm 4.18.4. Determinacion del espaciamiento

4.18.4. Determinacion del espaciamiento

4.18.5. Deerminacion de espaciamiento por confinamiento 4.18.5. Deerminacion de espaciamiento por confinamiento

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4.19. Croquis del diseño de la

4.19. Croquis del diseño de la columna 3-8columna 3-8 TR B JO

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