DISEO VIGAS CONTINUAS DE CIMENTACIN

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DISEO DEL REFUERZO PARA VIGAS CONTINUAS DE CIMENTACION ACERO LONGITUDINAL VIGAS CONTINUAS DE CIMENTACION EJE FD-FA 1. Colocar dimensiones de la viga continua 30.0 cm 3 3/4 '' 80.0 cm 2 1/2" As Positivo Para evitar el pandeo del estribo 8.40 cm 40.0 cm As Negativo 9 1/2 '' 190.0 cm 11.04 cm 2. Colocar Diametro de Barra Longitudinal asumida, Estribo y Momento. REFUERZO POSITIVO REFUERZO NEGATIVO f`c = 210.00 Kg/cm2 f`c = 210.00 fy = 4200.00 Kg/cm2 fy = 4200.00 b = 190.00 cm b= 30.00 cm h = 120.00 cm h = 120.00 cm barra = 1/2 '' barra = 1/2 '' estribo = 3/8 '' estribo = 3/8 '' recub. = recub. = 2.50 cm 7.50 cm d = 115.91 cm d = 110.91 cm M = 22.03 Tn-m M = 44.48 Tn-m 0.624 cm 8.659 cm a= a= 5.04 cm As = As = 11.04 cm 3. Aceros Negativos y Positivos Finales ACERO POSITIVO As Positivo 8.40 cm 3/4 '' barra = As = 2.850 cm Tomamos 3 3/4 '' 11.04 cm Cumple con As min y As max 5.04 cm Verificar As min y As max

Kg/cm2 Kg/cm2

ACERO MINIMO: min = 0.0024 As min = 8.40 cm 3/4 '' barra = As = 2.850 cm Tomamos 3 3/4 '' ACERO MAXIMO max = 0.0163 As max = 56.57 cm 3/4 '' barra = As = 2.850 cm Tomamos 20 3/4 ''

ACERO NEGATIVO As Negativo 11.04 cm 1/2 '' barra = As = 1.267 cm Tomamos 9 1/2 ''

0.43

ACERO TRANSVERSAL sadm Suelo = 15.000 Tn/m s diseo = 22.500 Tn/m Tomando B = 1.00 m Mom. Neg = 7.20 Tn-m REFUERZO NEGATIVO f`c = 210.00 Kg/cm2 fy = 4200.00 Kg/cm2 3/8 '' @ 0.27 b = 100.00 cm 30.0 cm h = 40.00 cm barra = 1/2 '' 1/2 '' @ 0.2 estribo = 3/8 '' recub. = 7.50 cm 80.0 cm d = 30.91 cm M = 7.20 Tn-m a = 1.486 cm As = 6.31 cm 190.0 cm 1/2 '' barra = As = 1.267 cm 22.50 Tn/m @= 20.00 VERIFICACION POR CORTANTE A cara de columna .Vc = Vud = > 24.541 Tn Ok 38.344 Tn

80.0 cm

40.0 cm

Vu = Wu = recub. = barra = estribo = b= d=

25.000 Tn 1.49 Tn/m 7.50 cm 1/2 '' 3/8 '' 190.00 cm 30.91 cm

DISEO DE REFUERZO TRANSVERSAL REFUERZO DENTRO DE LA ZONA DE CONFINAMIENTO Se colocar refuerzo Transversal por confinamiento a una distancia "2d" medida desde la cara del apoyo. 2d = 2.218 m estribo = 3/8 '' La separacion de los estribos debe ser: S d/4 = S = 27.00 cm 3/8 '' 27.73 cm S 30.00 cm REFUERZO FUERA DE LA ZONA DE CONFINAMIENTO La separacion de los estribos debe ser: S= 55.00 cm

@ 0.27

3/8 ''

@ 0.55

DISEO DEL REFUERZO PARA VIGAS CONTINUAS DE CIMENTACION ACERO LONGITUDINAL VIGAS CONTINUAS DE CIMENTACION EJE F10-F6 1. Colocar dimensiones de la viga continua 30.0 cm 4 3/4 '' 80.0 cm 2 1/2" As Positivo Para evitar el pandeo del estribo 9.20 cm 40.0 cm As Negativo 8 5/8 '' 180.0 cm 14.93 cm 2. Colocar Diametro de Barra Longitudinal asumida, Estribo y Momento. REFUERZO POSITIVO REFUERZO NEGATIVO f`c = 210.00 Kg/cm2 f`c = 210.00 fy = 4200.00 Kg/cm2 fy = 4200.00 b = 180.00 cm b= 30.00 cm h = 120.00 cm h = 120.00 cm barra = 1/2 '' barra = 1/2 '' estribo = 3/8 '' estribo = 3/8 '' recub. = recub. = 2.50 cm 7.50 cm d = 115.91 cm d = 110.91 cm M = 40.08 Tn-m M = 59.29 Tn-m 1.202 cm a= a = 11.710 cm 9.20 cm As = As = 14.93 cm 3. Aceros Negativos y Positivos Finales ACERO POSITIVO As Positivo 9.20 cm 3/4 '' barra = As = 2.850 cm Tomamos 4 3/4 '' 14.93 cm Cumple con As min y As max 9.20 cm Cumple con As min y As max

Kg/cm2 Kg/cm2

ACERO MINIMO: min = 0.0024 As min = 8.40 cm 3/4 '' barra = As = 2.850 cm Tomamos 3 3/4 '' ACERO MAXIMO max = 0.0163 As max = 56.57 cm 3/4 '' barra = As = 2.850 cm Tomamos 20 3/4 ''

ACERO NEGATIVO As Negativo 14.93 cm 5/8 '' barra = As = 1.979 cm Tomamos 8 5/8 ''

0.43

ACERO TRANSVERSAL sadm Suelo = 15.000 Tn/m s diseo = 22.500 Tn/m Tomando B = 1.00 m Mom. Neg = 6.33 Tn-m REFUERZO NEGATIVO f`c = 210.00 Kg/cm2 fy = 4200.00 Kg/cm2 3/8 '' @ 0.27 b = 100.00 cm 30.0 cm h = 40.00 cm barra = 1/2 '' 1/2 '' @ 0.225 estribo = 3/8 '' recub. = 7.50 cm 75.0 cm d = 30.91 cm M = 6.33 Tn-m a = 1.302 cm As = 5.53 cm 180.0 cm 1/2 '' barra = As = 1.267 cm 22.50 Tn/m @= 22.50 VERIFICACION POR CORTANTE A cara de columna .Vc = Vud = > 24.541 Tn Ok 36.325 Tn

80.0 cm

40.0 cm

Vu = Wu = recub. = barra = estribo = b= d=

25.000 Tn 1.49 Tn/m 7.50 cm 1/2 '' 3/8 '' 180.00 cm 30.91 cm

DISEO DE REFUERZO TRANSVERSAL REFUERZO DENTRO DE LA ZONA DE CONFINAMIENTO Se colocar refuerzo Transversal por confinamiento a una distancia "2d" medida desde la cara del apoyo. 2d = 2.218 m estribo = 3/8 '' La separacion de los estribos debe ser: S d/4 = S = 27.00 cm 3/8 '' 27.73 cm S 30.00 cm REFUERZO FUERA DE LA ZONA DE CONFINAMIENTO La separacion de los estribos debe ser: S= 55.00 cm

@ 0.27

3/8 ''

@ 0.55

DISEO DEL REFUERZO PARA VIGAS CONTINUAS DE CIMENTACION - CONECTADAS ACERO LONGITUDINAL VIGAS CONTINUAS DE CIMENTACION EJE FB-FC 1. Colocar dimensiones de la viga continua 30.0 cm 3 3/4 '' 80.0 cm 2 1/2" As Positivo Para evitar el pandeo del estribo 8.40 cm 40.0 cm As Negativo 10 1/2 '' 180.0 cm 11.52 cm 2. Colocar Diametro de Barra Longitudinal asumida, Estribo y Momento. REFUERZO POSITIVO REFUERZO NEGATIVO f`c = 210.00 Kg/cm2 f`c = 210.00 fy = 4200.00 Kg/cm2 fy = 4200.00 b = 180.00 cm b= 30.00 cm h = 120.00 cm h = 120.00 cm barra = 1/2 '' barra = 1/2 '' estribo = 3/8 '' estribo = 3/8 '' recub. = recub. = 2.50 cm 7.50 cm d = 115.91 cm d = 110.91 cm M = 21.90 Tn-m M = 46.33 Tn-m 0.655 cm 9.035 cm a= a= 5.01 cm As = As = 11.52 cm 3. Aceros Negativos y Positivos Finales ACERO POSITIVO As Positivo 8.40 cm 3/4 '' barra = As = 2.850 cm Tomamos 3 3/4 '' 11.52 cm Cumple con As min y As max 5.01 cm Verificar As min y As max

Kg/cm2 Kg/cm2

ACERO MINIMO: min = 0.0024 As min = 8.40 cm 3/4 '' barra = As = 2.850 cm Tomamos 3 3/4 '' ACERO MAXIMO max = 0.0163 As max = 56.57 cm 3/4 '' barra = As = 2.850 cm Tomamos 20 3/4 ''

ACERO NEGATIVO As Negativo 11.52 cm 1/2 '' barra = As = 1.267 cm Tomamos 10 1/2 ''

0.43

ACERO TRANSVERSAL sadm Suelo = 15.000 Tn/m s diseo = 22.500 Tn/m Tomando B = 1.00 m Mom. Neg = 6.33 Tn-m REFUERZO NEGATIVO f`c = 210.00 Kg/cm2 fy = 4200.00 Kg/cm2 3/8 '' @ 0.27 b = 100.00 cm 30.0 cm h = 40.00 cm barra = 1/2 '' 1/2 '' @ 0.225 estribo = 3/8 '' recub. = 7.50 cm 75.0 cm d = 30.91 cm M = 6.33 Tn-m a = 1.302 cm As = 5.53 cm 180.0 cm 1/2 '' barra = As = 1.267 cm 22.50 Tn/m @= 22.50 VERIFICACION POR CORTANTE A cara de columna .Vc = Vud = > 24.541 Tn Ok 36.325 Tn

80.0 cm

40.0 cm

Vu = Wu = recub. = barra = estribo = b= d=

25.000 Tn 1.49 Tn/m 7.50 cm 1/2 '' 3/8 '' 180.00 cm 30.91 cm

DISEO DE REFUERZO TRANSVERSAL REFUERZO DENTRO DE LA ZONA DE CONFINAMIENTO Se colocar refuerzo Transversal por confinamiento a una distancia "2d" medida desde la cara del apoyo. 2d = 2.218 m estribo = 3/8 '' La separacion de los estribos debe ser: S d/4 = S = 27.00 cm 3/8 '' 27.73 cm S 30.00 cm REFUERZO FUERA DE LA ZONA DE CONFINAMIENTO La separacion de los estribos debe ser: S= 55.00 cm

@ 0.27

3/8 ''

@ 0.55