DISEÑO DE COLUMNAS 1 (Autddddddddddoguardado).pdf
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CONCRETO ARMADO II DISEÑO DE COLUMNA- UCV SECCION B-B cm cm cm 5 cm 7 7.5 7 DISEÑO DE COLUNMAS DE CONCRETO ARMADO COLUMNAS 310 310 310 450 6 3 2 4 5 7 1 8 10 11 9 14 15 16 13 12 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Transcript of DISEÑO DE COLUMNAS 1 (Autddddddddddoguardado).pdf
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
SECCION B-B
cm
cm
cm
5 cm
7 7.5 7
DISEO DE COLUNMAS DE CONCRETO ARMADO COLUMNAS
310
310
310
450
6
3
2
4
5
7
1
8
10
11
9
14
15
16
13
12
1
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
2 LU 2501 LU 420za LU 0 cm longitud de viga = 0 m cm
DATOS TECNICOS MOMENTOS 1 Y 2 T= COLUMNAS = 30X50 cm M2D = 9 tn.m b= VIGA = 30X60 cm M2L = 7 tn.m
1 ()= viga h = 60 cm M1D = 4.5 tn.m1 f'c = viga b = 30 cm M1L = 3.5 tn.m# fy = PD = 70 TN = 0.73 S = PL = 30 TN# cu = T = 50 cm2 y = d' = 5 cm
1 = dc = 5 cm d= f'c = 280 kg/cm2
fy = 4200 kg/cm3d = 45 cm
LA COLUMNA ES NO ARRIOSTRA DEBE CUMPLIR LAS SIGUENTES CONDICIONES
si f'c = kg/cm2 OK
verificar = (T-d'-dc)/T = 0.8 > 0.7 OK
= 42 tn= 149 tn
Pu 0.1f'c x Ag149 > 42 OK
LONGITUD DE CALCULO DE COLUMNA EN ANALISIS=
(k columna)/(k VIGA)
2 =1 =
UTILIZANDO EL MONOGRAMA DE JACKON Y MORELAN SE DETERMINA k 1.3
= 546 cmINDICE DE ESBELTEZ
r = 0.3x t = 15 cmE = lue/r = 36.4 > 22 OK
MOMENTO DE PIE Y CABEZAL DE LA COLUMNAM2 = 14M2D + 1.7M2L = tn.mM1 = 14M1D + 1.7M1L = tn.mMU=
4200
0.1f'c x AgPu=1.4*H27+1.7*H28
lue = K lu
20000000.003
0.00210.85
DATOS :
700
DISEO DE COLUMNA N 01
24.5
5030
24.00
2.580.00
lue = K lu
24.512.25
2
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
CM = 1 no arriostradaEc = 15000xraiz(f'c) = kg/cm2I = cm4Bd =EI = 2E+10PC = tn = > 1 OK
MU c= 30.01SOLICITACIN FINAL DE DISEO S.D.F
Muc = 30.01Pu = 149
DISEO DE REAS DE ACERO
t= 50 cm DATOSd''=dc = 5 cm = 0.8
b = 30
k = Pu/(f'c.b.t) =ke/t = Mue/(f'c.b.t^2 =
= 0.13
m =g =
AST = se utilizara fieros de
t= 50 cm
b = 30
250998
gxm
17.650.0310
0.35
1.22
3125000.51
1159.24612.072E+10
46.5
0.143
3
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
DISEO ESTRIBOS POR CORTE
Vu = tnV'u = tnVcr = tn
V'u Vcr< 11.29 NO NECESITA ESTRIBOS
ESPARCIMIENTO MAXIMOS = POR REGLAMENTO NACIONAL DE CONTRSTRUCCIONES
ESTRIBOS 105 111@5cm , 6@10cm, resto @e/24 cm
3 LU 2502 LU 2501 LU 420 cm longitud de viga = 0 m cm700
8.7510.2911.29
85
DISEO DE COLUMNA N 02
10.29
4
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
DATOS TECNICOS MOMENTOS 1 Y 2 T= COLUMNAS = 30X50 cm M2D = 8 tn.m b= VIGA = 30X60 cm M2L = 6 tn.m
# ()= viga h = 60 cm M1D = 6 tn.m2 f'c = viga b = 30 cm M1L = 4 tn.m# fy = PD = 70 TN = 0.73 S = PL = 30 TN# cu = T = 50 cm2 y = d' = 5 cm
1 = dc = 5 cm d= f'c = 280 kg/cm2
fy = 4200 kg/cm3d = 45 cm
LA COLUMNA ES NO ARRIOSTRA DEBE CUMPLIR LAS SIGUENTES CONDICIONES
si f'c = kg/cm2 OK
verificar = (T-d'-dc)/T = 0.8 > 0.7 OK
= 42 tn= 149 tn
Pu 0.1f'c x Ag149 > 42 OK
LONGITUD DE CALCULO DE COLUMNA EN ANALISIS=
(k columna)/(k VIGA)
2 =1 =
UTILIZANDO EL MONOGRAMA DE JACKON Y MORELAN SE DETERMINA k 1.9
= 475 cmINDICE DE ESBELTEZ
r = 0.3x t = 15 cmE = lue/r = 31.67 > 22 OK
MOMENTO DE PIE Y CABEZAL DE LA COLUMNAM2 = 14M2D + 1.7M2L = tn.mM1 = 14M1D + 1.7M1L = tn.mMU=
CM = 1 no arriostradaEc = 15000xraiz(f'c) = kg/cm2I = cm4Bd =
3.242.58
lue = K lu
21.415.2
21.4
250998312500
0.52
DATOS :5030
20000000.003
4200
0.1f'c x AgPu=1.4*H27+1.7*H28
lue = K lu
0.0021#N/A24.00
5
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
EI = 2E+10PC = tn = > 1 OK
MU c= 22.9SOLICITACION FINAL DE DISEO S.D.F
Muc = 22.9Pu = 149
DISEO DE AREAS DE ACERO
t= 50 cm DATOSd''=dc = 5 cm = 0.8
b = 30
k = Pu/(f'c.b.t) =ke/t = Mue/(f'c.b.t^2 =
= 0.19
m =g =
AST = se utilizara fieros de
t= 50 cm
b = 304 1"
DISEO ES TRIBOS POR CORTE
2.06E+10
1.07
0.0130
0.350.109
gxm
19.5
3252.3571
17.65
6
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
7
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
Vu = tnV'u = tnVcr = tn
V'u Vcr> 11.29 NECESITA ESTRIBOS
ESPARCIMIENTO MAXIMOS = POR REGLAMENTO NACIONAL DE CONTRSTRUCCIONES
ESTRIBOS 63 6
1 c/5cm , 6 c/10cm, resto c/24 cm
3 LU 2502 LU 2501 LU 420 cm longitud de viga = 7 m cm
DATOS TECNICOS MOMENTOS 1 Y 2 T= COLUMNAS = 30X50 cm M2D = 8 tn.m b= VIGA = 30X60 cm M2L = 6 tn.m
# ()= viga h = 60 cm M1D = 6 tn.m2 f'c = viga b = 30 cm M1L = 4 tn.m# fy = PD = 70 TN = 0.73 S = PL = 30 TN# cu = T = 50 cm2 y = d' = 5 cm
1 = dc = 5 cm d= f'c = 280 kg/cm2
fy = 4200 kg/cm3
20000000.003
85
5030
14.6417.2211.29
17.22
DISEO DE COLUMNA N 05
750
DATOS :
0.0021#N/A24.00
8
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
d = 45 cm
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
LA COLUMNA ES NO ARRIOSTRA DEBE CUMPLIR LAS SIGUENTES CONDICIONES
si f'c = kg/cm2 OK
verificar = (T-d'-dc)/T = 0.8 > 0.7 OK
= 42 tn= 149 tn
Pu 0.1f'c x Ag149 > 42 OK
LONGITUD DE CALCULO DE COLUMNA EN ANALISIS=
(k columna)/(k VIGA)
2 =1 =
UTILIZANDO EL MONOGRAMA DE JACKON Y MORELAN SE DETERMINA k 1.9
= 475 cmINDICE DE ESBELTEZ
r = 0.3x t = 15 cmE = lue/r = 31.67 > 22 OK
MOMENTO DE PIE Y CABEZAL DE LA COLUMNAM2 = 14M2D + 1.7M2L = tn.mM1 = 14M1D + 1.7M1L = tn.mMU=
CM = 1 no arriostradaEc = 15000xraiz(f'c) = kg/cm2I = cm4Bd =EI = 2E+10PC = tn = > 1 OK
MU c= 22.9SOLICITACION FINAL DE DISEO S.D.F
Muc = 22.9Pu = 149
DISEO DE AREAS DE ACERO
t= 50 cm DATOSd''=dc = 5 cm = 0.8
b = 30
lue = K lu
21.415.2
0.1f'c x AgPu=1.4*H27+1.7*H28
lue = K lu
0.030.03
250998
2.06E+103252.3571
1.07
4200
3125000.52
21.4
10
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
k = Pu/(f'c.b.t) =ke/t = Mue/(f'c.b.t^2 =
= 0.19
m =g =
AST = se utilizara fieros de
t= 50 cm
b = 304 1"
DISEO ES TRIBOS POR CORTE
Vu = tnV'u = tnVcr = tn
V'u Vcr> 11.29 NECESITA ESTRIBOS
ESPARCIMIENTO MAXIMO
14.6417.2211.29
17.22
0.350.109
gxm
17.650.0130
19.5
11
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
S = 85
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
POR REGLAMENTO NACIONAL DE CONTRSTRUCCIONES
ESTRIBOS 63 6
1 c/5cm , 6 c/10cm, resto c/24 cm
3 LU 2502 LU 2501 LU 420 cm longitud de viga = 0 m cm
DATOS TECNICOS MOMENTOS 1 Y 2 T= COLUMNAS = 30X50 cm M2D = 8 tn.m b= VIGA = 30X60 cm M2L = 6 tn.m
# ()= viga h = 60 cm M1D = 6 tn.m2 f'c = viga b = 30 cm M1L = 4 tn.m# fy = PD = 70 TN = 0.73 S = PL = 30 TN# cu = T = 50 cm2 y = d' = 5 cm
1 = dc = 5 cm d= f'c = 280 kg/cm2
fy = 4200 kg/cm3d = 45 cm
LA COLUMNA ES NO ARRIOSTRA DEBE CUMPLIR LAS SIGUENTES CONDICIONES
si f'c = kg/cm2 OK
verificar = (T-d'-dc)/T = 0.8 > 0.7 OK
= 42 tn= 149 tn
4200
0.1f'c x AgPu=1.4*H27+1.7*H28
30
20000000.003
0.0021#N/A24.00
DISEO DE COLUMNA N 0
700
DATOS :50
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
Pu 0.1f'c x Ag149 > 42 OK
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-
CONCRETO ARMADO II DISEO DE COLUMNA- UCV
LONGITUD DE CALCULO DE COLUMNA EN ANALISIS=
(k columna)/(k VIGA)
2 =1 =
UTILIZANDO EL MONOGRAMA DE JACKON Y MORELAN SE DETERMINA k 1.9
= 475 cmINDICE DE ESBELTEZ
r = 0.3x t = 15 cmE = lue/r = 31.67 > 22 OK
MOMENTO DE PIE Y CABEZAL DE LA COLUMNAM2 = 14M2D + 1.7M2L = tn.mM1 = 14M1D + 1.7M1L = tn.mMU=
CM = 1 no arriostradaEc = 15000xraiz(f'c) = kg/cm2I = cm4Bd =EI = 2E+10PC = tn = > 1 OK
MU c= 22.9SOLICITACION FINAL DE DISEO S.D.F
Muc = 22.9Pu = 149
DISEO DE AREAS DE ACERO
t= 50 cm DATOSd''=dc = 5 cm = 0.8
b = 30
k = Pu/(f'c.b.t) =ke/t = Mue/(f'c.b.t^2 =
= 0.19
0.350.109
gxm
21.415.2
21.4
250998312500
0.522.06E+10
3252.35711.07
lue = K lu
3.242.58
lue = K lu
15
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
m =g =
AST = se utilizara fieros de
t= 50 cm
b = 304 1"
DISEO ES TRIBOS POR CORTE
Vu = tnV'u = tnVcr = tn
V'u Vcr> 11.29 NECESITA ESTRIBOS
ESPARCIMIENTO MAXIMOS = POR REGLAMENTO NACIONAL DE CONTRSTRUCCIONES
17.22
85
17.650.0130
19.5
14.6417.2211.29
16
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-
CONCRETO ARMADO II DISEO DE COLUMNA- UCV
ESTRIBOS 63 6
1 c/5cm , 6 c/10cm, resto c/24 cm
3 LU 2502 LU 2501 LU 420 cm longitud de viga = 7 m cm
DATOS TECNICOS MOMENTOS 1 Y 2 T= COLUMNAS = 30X50 cm M2D = 8 tn.m b= VIGA = 30X60 cm M2L = 6 tn.m
# ()= viga h = 60 cm M1D = 6 tn.m2 f'c = viga b = 30 cm M1L = 4 tn.m# fy = PD = 70 TN = 0.73 S = PL = 30 TN# cu = T = 50 cm2 y = d' = 5 cm
1 = dc = 5 cm d= f'c = 280 kg/cm2
fy = 4200 kg/cm3d = 45 cm
LA COLUMNA ES NO ARRIOSTRA DEBE CUMPLIR LAS SIGUENTES CONDICIONES
si f'c = kg/cm2 OK
verificar = (T-d'-dc)/T = 0.8 > 0.7 OK
= 42 tn= 149 tn
Pu 0.1f'c x Ag149 > 42 OK
LONGITUD DE CALCULO DE COLUMNA EN ANALISIS=
(k columna)/(k VIGA)
2 =
0.1f'c x AgPu=1.4*H27+1.7*H28
lue = K lu
0.03
0.0030.0021#N/A24.00
4200
DISEO DE COLUMNA N 10
750
DATOS :5030
2000000
17
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CONCRETO ARMADO II DISEO DE COLUMNA- UCV
1 =UTILIZANDO EL MONOGRAMA DE JACKON Y MORELAN SE DETERMINA
k 1.9= 475 cm
INDICE DE ESBELTEZr = 0.3x t = 15 cmE = lue/r = 31.67 > 22 OK
MOMENTO DE PIE Y CABEZAL DE LA COLUMNAM2 = 14M2D + 1.7M2L = tn.mM1 = 14M1D + 1.7M1L = tn.mMU=
CM = 1 no arriostradaEc = 15000xraiz(f'c) = kg/cm2I = cm4Bd =EI = 2E+10PC = tn = > 1 OK
MU c= 22.9SOLICITACION FINAL DE DISEO S.D.F
Muc = 22.9Pu = 149
DISEO DE AREAS DE ACERO
t= 50 cm DATOSd''=dc = 5 cm = 0.8
b = 30
k = Pu/(f'c.b.t) =ke/t = Mue/(f'c.b.t^2 =
= 0.19
m =g =
AST = se utilizara fieros de
250998312500
0.522.06E+10
3252.35711.07
0.350.109
gxm
17.650.0130
19.5
0.03
lue = K lu
21.415.2
21.4
18
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-
CONCRETO ARMADO II DISEO DE COLUMNA- UCV
t= 50 cm
b = 304 1"
19
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-
CONCRETO ARMADO II DISEO DE COLUMNA- UCV
DISEO ES TRIBOS POR CORTE
Vu = tnV'u = tnVcr = tn
V'u Vcr> 11.29 NECESITA ESTRIBOS
ESPARCIMIENTO MAXIMOS = POR REGLAMENTO NACIONAL DE CONTRSTRUCCIONES
ESTRIBOS 63 6
1 c/5cm , 6 c/10cm, resto c/24 cm
|
14.6417.2211.29
17.22
85
20
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