Pre Dimension Amien to de Edificio s
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Transcript of Pre Dimension Amien to de Edificio s
Elaborada por ing. Antolín Martínez A., CIV 25.082.
Referencias bibliográficas:
El archivo original de esta hoja de cálculo se en cuentra en el sitio web indicado arriba.
Puerto Ordaz, Febrero 2011.©2011
HOJA DE CÁLCULO PARA EL DIMENSIONAMIENTO PRELIMINAR DE ELEMENTOS ESTRUCTURALES DISCRETOS DE CONCRETO
http://sites.google.com/site/antolintinez
ARNAL, E., EPELBOIM, S., Manual para el proyecto de estructuras de concreto armado para edificaciones, Mindur, Fondo Editorial del Colegio de Ingenieros, Caracas, 1985.
ABENANTE, F., "Dimensionamiento preliminar de pórticos sometidos a cargas horizontales", en Revista del Colegio de Ingenieros de Venezuela, No. 294, Caracas, Octubre 1972, p. 39-47.
PAPARONI, M., Predimensionamiento de edificios, Fundación Instituto de Mejoramiento Profesional del Colegio de Ingenieros de Venezuela, Caracas, 1979.COVENIN, Norma 1756-2001: Edificaciones Sismorresistentes, Fondonorma, Caracas, 2001.
El alcance de los cálculos de este libro se circunscribe a las estructuras comunes, regulares. Dichos cálculos constituyen una guía para el diseño y, obviamente, no son prescriptivos. En estructuras irregulares, atípicas, el
juicio y la experticia del ingeniero proyectista son los que determinan la pauta para el dimensionamiento.
El autor de esta hoja de cálculo no es responsable por las implicaciones de los cálculos ejecutados por ella. El proyectista debe verificar la validez de los resultados de acuerdo a otras fuentes o a su experiencia previa, o
aceptarlos como correctos sin que ello implique responsabilidad del autor.
Elaborada por ing. Antolín Martínez A., CIV 25.082.
El archivo original de esta hoja de cálculo se en cuentra en el sitio web indicado arriba.
Puerto Ordaz, Febrero 2011.©2011
HOJA DE CÁLCULO PARA EL DIMENSIONAMIENTO PRELIMINAR DE ELEMENTOS ESTRUCTURALES DISCRETOS DE CONCRETO
Manual para el proyecto de estructuras de concreto armado para edificaciones,
Dimensionamiento preliminar de pórticos sometidos a cargas horizontales", en Revista del
, Fundación Instituto de Mejoramiento Profesional del Colegio
, Fondonorma, Caracas, 2001.
El alcance de los cálculos de este libro se circunscribe a las estructuras comunes, regulares. Dichos cálculos constituyen una guía para el diseño y, obviamente, no son prescriptivos. En estructuras irregulares, atípicas, el
juicio y la experticia del ingeniero proyectista son los que determinan la pauta para el dimensionamiento.
El autor de esta hoja de cálculo no es responsable por las implicaciones de los cálculos ejecutados por ella. El proyectista debe verificar la validez de los resultados de acuerdo a otras fuentes o a su experiencia previa, o
aceptarlos como correctos sin que ello implique responsabilidad del autor.
PREDIMENSIONAMIENTO DE LOSAS Y VIGAS
(Tomado de la pág. 157 del Manual citado)
Página 656 del Manual citado:Tipo de Vigas y losas Losasvinculación nervadas macizas
a Simplemente 16 20apoyadas
b Un apoyo 18 24continuo
c Dos apoyos 21 28continuos
d Voladizos 8 10
Tabla-guía para espesores comunes
Espesores h para vigas y losas nervadas, cmVínculos
Luz, m a b c d
1.00 10 10 5 151.25 10 10 10 201.50 10 10 10 201.75 15 10 10 252.00 15 15 10 252.25 15 15 15 302.50 20 15 15 352.75 20 20 15 353.00 20 20 15 403.25 25 20 20 453.50 25 20 20 453.75 25 25 20 504.00 25 25 20 504.25 30 25 25 554.50 30 25 25 604.75 30 30 25 605.00 35 30 25 65
Ref.: Manual para el proyecto de estructuras de concreto armado para edificaciones, de Enrique Arnal y Salomón Epelboim, CIV, Caracas, 1985, p. 157, 656 y siguientes.
En general, es recomendable que la altura h de la viga o losa sea: h >= L/aSiendo L la luz del vano y a un parámetro dado en la siguiente tabla:
Valores de a
5.25 35 30 25 705.50 35 35 30 705.75 40 35 30 756.00 40 35 30 756.25 40 35 30 806.50 45 40 35 856.75 45 40 35 857.00 45 40 35 907.25 50 45 35 957.50 50 45 40 957.75 50 45 40 1008.00 50 45 40 1008.25 55 50 40 1058.50 55 50 45 1108.75 55 50 45 1109.00 60 50 45 1159.25 60 55 45 1209.50 60 55 50 1209.75 65 55 50 125
10.00 65 60 50 12510.25 65 60 50 13010.50 70 60 50 13510.75 70 60 55 13511.00 70 65 55 140
Espesores h para losas macizas, cmVínculos
Luz, m a b c d
1.00 5 5 5 101.25 10 10 5 151.50 10 10 10 151.75 10 10 10 202.00 10 10 10 202.25 15 10 10 252.50 15 15 10 252.75 15 15 10 303.00 15 15 15 303.25 20 15 15 353.50 20 15 15 353.75 20 20 15 404.00 20 20 15 404.25 25 20 20 454.50 25 20 20 454.75 25 20 20 50
5.00 25 25 20 505.25 30 25 20 555.50 30 25 20 555.75 30 25 25 606.00 30 25 25 606.25 35 30 25 656.50 35 30 25 656.75 35 30 25 707.00 35 30 25 707.25 40 35 30 757.50 40 35 30 757.75 40 35 30 808.00 40 35 30 808.25 45 35 30 858.50 45 40 35 858.75 45 40 35 909.00 45 40 35 90
Página 656 del Manual citado:
, de Enrique Arnal y Salomón Epelboim, CIV, Caracas, 1985, p. 157, 656
Descarga del Manual
PREDIMENSIONAMIENTO DE COLUMNAS POR CARGA AXIAL
Columna aEsquinera 0.20De borde 0.25Central 0.28
PROYECTO: PÓRTICO(S):
PROYECTISTA:FECHA: 4/13/2023
OBSERVACIONES:
f´c = 250Sección Lado Lado
Axial cuadrada fijado: b h, cm
Columna id. P, ton a b=h, cm b, cm h dada b
1 300 0.20 6,000 80 50 1202 300 0.20 6,000 80 50 1203 300 0.20 6,000 80 50 1204 300 0.20 6,000 80 50 1205 600 0.25 9,600 100 75 1306 600 0.25 9,600 100 75 1307 600 0.25 9,600 100 75 1308 600 0.25 9,600 100 75 1309 600 0.25 9,600 100 75 130
10 600 0.25 9,600 100 75 13011 600 0.25 9,600 100 75 13012 750 0.25 12,000 110 75 16013 700 0.25 11,200 110 75 15014 750 0.25 12,000 110 75 16015 650 0.25 10,400 105 75 14016 650 0.25 10,400 105 75 14017 1,250 0.28 17,857 135 120 15018 1,250 0.28 17,857 135 120 15019 1,250 0.28 17,857 135 120 15020 1,250 0.28 17,857 135 120 15021 1,250 0.28 17,857 135 120 15022 1,500 0.28 21,429 150 120 18023 1,550 0.28 22,143 150 120 18524 1,500 0.28 21,429 150 120 180
Ref.: ARNAL, E.; EPELBOIM, S., Manual para el proyecto de estructuras de concreto armado para edificaciones, Mindur, Fondo Editorial del Colegio de Ingenieros, Fundación Juan José Aguerrevere, Caracas, 1985, p. 663-665.
Descarga del Manual
kgf/cm2
Área, cm2
25 1,500 0.28 21,429 150 120 1802627282930313233343536373839404142434445464748495051525354555657585960616263646566676869707172
737475767778798081828384858687888990919293949596979899
100
Cap. 11: Criterios de estructuración. Configuración estructural.Ref. cit., p. 663: Ver Notas abajo.
Ref. cit., p. 664:
Ref. cit., p. 665:
NOTAS:
La desplazabilidad que hace mención en 11.6.2.3, p. 665, se estudia en las páginas "Pre_Abenante" y siguientes de forma aproximada.
El método de área tributaria no debe entenderse de manera taxativa: lo deseable es que las columnas perimetrales (por ende, las esquineras) tengan prácticamente la misma área de sección transversal que las centrales. Esto es tanto más importante cuanto más alta sea la edificación. Véase Predimensionamiento de edificios, de M. Paparoni (1979).
PREDIMENSIONAMIENTO DE PÓRTICOS SOMETIDOS A CARGAS HORIZONTALESMétodo del ing. Francisco Abenante
Para nomenclatura, ecuaciones y criterios, véase artículo adjunto del ing. F. Abenante.Hoja de cálculo realizada por ing. Antolín Martínez A., CIV 25.082, Julio 2010.
PROYECTO: PÓRTICO(S):
PROYECTISTA:FECHA: 4/13/2023
OBSERVACIONES: Unidades: kgf y cm.
E = 210,000 0.0020
Nivel V (kgf) h (cm) p
20 0 0 019 54,099 275 10,417 4,093 0.3929 5,063.4 2.009318 19,709 275 10,417 4,093 0.3929 1,844.7 0.732017 18,979 275 10,417 4,093 0.3929 1,776.4 0.704916 18,249 275 10,417 4,093 0.3929 1,708.0 0.677815 17,519 275 10,417 4,093 0.3929 1,639.7 0.650714 16,789 275 5,208 4,093 0.7858 2,014.6 0.799513 16,059 275 5,208 6,982 1.3405 1,480.5 0.587512 15,329 275 5,208 6,982 1.3405 1,413.2 0.560811 14,600 275 5,208 6,982 1.3405 1,345.9 0.534110 13,870 275 5,208 17,045 3.2727 956.1 0.37949 26,279 550 5,208 8,523 1.6364 4,471.0 1.77428 23,359 550 1,875 2,209 1.1782 12,667.8 5.02697 20,439 550 10,417 8,523 0.8182 2,398.2 0.95176 17,519 550 10,417 17,673 1.6966 1,470.3 0.58345 14,600 550 10,417 17,673 1.6966 1,225.2 0.48624 11,680 550 10,417 17,673 1.6966 980.2 0.38903 8,760 550 24,000 17,673 0.7364 473.4 0.18782 5,840 550 3,750 32,741 8.7309 954.6 0.37881 2,920 550 24,000 32,741 1.3642 116.0 0.0460
Observaciones: Unidades: kgf y cm.
Este método tiene como rango de aplicación estructuras aporticadas regulares.
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kgf/cm2 d max =
SKv SKc Vh(1+p)/SKc d D/h(*1000)
Referencia:
ABENANTE, F., "Dimensionamiento preliminar de pórticos sometidos a cargas horizontales", en Revista del Colegio de Ingenieros de Venezuela, No. 294, Caracas, Octubre 1972, p. 39-47.
PREDIMENSIONAMIENTO DE PÓRTICOS SOMETIDOS A CARGAS HORIZONTALES
Datos de entrada en azul.
4/13/2023Unidades: kgf y cm.
Rigidización requerida Deformaciones, cmVerificación rv rc Por nivel Acumulada
Rigidizar este nivel 1.02 1.01 0.55 7.50Ok No requiere No requiere 0.20 6.95Ok No requiere No requiere 0.19 6.75Ok No requiere No requiere 0.19 6.56Ok No requiere No requiere 0.18 6.37Ok No requiere No requiere 0.22 6.19Ok No requiere No requiere 0.16 5.97Ok No requiere No requiere 0.15 5.81Ok No requiere No requiere 0.15 5.65Ok No requiere No requiere 0.10 5.51Ok No requiere No requiere 0.98 5.40
Rigidizar este nivel -8.83 -3.21 2.76 4.43Ok No requiere No requiere 0.52 1.66Ok No requiere No requiere 0.32 1.14Ok No requiere No requiere 0.27 0.82Ok No requiere No requiere 0.21 0.55Ok No requiere No requiere 0.10 0.34Ok No requiere No requiere 0.21 0.23Ok No requiere No requiere 0.03 0.03
Artículo de referencia aquí
Rigideces de vigas y columnas en se obtiene en hoja "Rigideces" Cortante por nivel se obtiene en hoja "Corte por nivel"
OBSERVACIONES
RIGIDECES DE ENTREPISOS En esta hoja se emplea K = EI/L; E se toma de la hoja "Porticos"En la hoja "Porticos" está implícito E
NIVEL 20 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 - 40.00 300.00 210,000 - 1 - 2 - 40.00 300.00 210,000 - 2 - 3 - 40.00 300.00 210,000 - 3 - 4 - 40.00 300.00 210,000 - 4 - 5 - 40.00 300.00 210,000 - 5 - 6 - 40.00 300.00 210,000 - 6 - 7 - 40.00 300.00 210,000 - 7 - 8 - 40.00 300.00 210,000 - 8 - 9 - 40.00 300.00 210,000 - 9 -
10 - 40.00 300.00 210,000 -
-
NIVEL 19 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 300.00 210,000 218,750,000 1 35.00 2 30.00 50.00 300.00 210,000 218,750,000 2 35.00 3 30.00 50.00 300.00 210,000 218,750,000 3 35.00 4 30.00 50.00 300.00 210,000 218,750,000 4 35.00 5 30.00 50.00 300.00 210,000 218,750,000 5 35.00 6 30.00 50.00 300.00 210,000 218,750,000 6 35.00 7 30.00 50.00 300.00 210,000 218,750,000 7 35.00 8 30.00 50.00 300.00 210,000 218,750,000 8 35.00 9 30.00 50.00 300.00 210,000 218,750,000 9 35.00
10 30.00 50.00 300.00 210,000 218,750,000
2,187,500,000 Aumentar rigidez de vigas por factor rv = 1.02 Aumentar rigidez de columnas por factor rc =
NIVEL 18 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 300.00 210,000 218,750,000 1 35.00 2 30.00 50.00 300.00 210,000 218,750,000 2 35.00 3 30.00 50.00 300.00 210,000 218,750,000 3 35.00
E (kgf/cm2)
SKv
E (kgf/cm2)
SKv
E (kgf/cm2)
4 30.00 50.00 300.00 210,000 218,750,000 4 35.00 5 30.00 50.00 300.00 210,000 218,750,000 5 35.00 6 30.00 50.00 300.00 210,000 218,750,000 6 35.00 7 30.00 50.00 300.00 210,000 218,750,000 7 35.00 8 30.00 50.00 300.00 210,000 218,750,000 8 35.00 9 30.00 50.00 300.00 210,000 218,750,000 9 35.00
10 30.00 50.00 300.00 210,000 218,750,000
2,187,500,000 Rigidez Ok Rigidez Ok
NIVEL 17 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 300.00 210,000 218,750,000 1 35.00 2 30.00 50.00 300.00 210,000 218,750,000 2 35.00 3 30.00 50.00 300.00 210,000 218,750,000 3 35.00 4 30.00 50.00 300.00 210,000 218,750,000 4 35.00 5 30.00 50.00 300.00 210,000 218,750,000 5 35.00 6 30.00 50.00 300.00 210,000 218,750,000 6 35.00 7 30.00 50.00 300.00 210,000 218,750,000 7 35.00 8 30.00 50.00 300.00 210,000 218,750,000 8 35.00 9 30.00 50.00 300.00 210,000 218,750,000 9 35.00
10 30.00 50.00 300.00 210,000 218,750,000
2,187,500,000 Rigidez Ok Rigidez Ok
NIVEL 16 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 300.00 210,000 218,750,000 1 35.00 2 30.00 50.00 300.00 210,000 218,750,000 2 35.00 3 30.00 50.00 300.00 210,000 218,750,000 3 35.00 4 30.00 50.00 300.00 210,000 218,750,000 4 35.00 5 30.00 50.00 300.00 210,000 218,750,000 5 35.00 6 30.00 50.00 300.00 210,000 218,750,000 6 35.00 7 30.00 50.00 300.00 210,000 218,750,000 7 35.00 8 30.00 50.00 300.00 210,000 218,750,000 8 35.00 9 30.00 50.00 300.00 210,000 218,750,000 9 35.00
10 30.00 50.00 300.00 210,000 218,750,000
2,187,500,000 Rigidez Ok Rigidez Ok
SKv
E (kgf/cm2)
SKv
E (kgf/cm2)
SKv
NIVEL 15 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 300.00 210,000 218,750,000 1 35.00 2 30.00 50.00 300.00 210,000 218,750,000 2 35.00 3 30.00 50.00 300.00 210,000 218,750,000 3 35.00 4 30.00 50.00 300.00 210,000 218,750,000 4 35.00 5 30.00 50.00 300.00 210,000 218,750,000 5 35.00 6 30.00 50.00 300.00 210,000 218,750,000 6 35.00 7 30.00 50.00 300.00 210,000 218,750,000 7 35.00 8 30.00 50.00 300.00 210,000 218,750,000 8 35.00 9 30.00 50.00 300.00 210,000 218,750,000 9 35.00
10 30.00 50.00 300.00 210,000 218,750,000
2,187,500,000 Rigidez Ok Rigidez Ok
NIVEL 14 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 600.00 210,000 109,375,000 1 35.00 2 30.00 50.00 600.00 210,000 109,375,000 2 35.00 3 30.00 50.00 600.00 210,000 109,375,000 3 35.00 4 30.00 50.00 600.00 210,000 109,375,000 4 35.00 5 30.00 50.00 600.00 210,000 109,375,000 5 35.00 6 30.00 50.00 600.00 210,000 109,375,000 6 35.00 7 30.00 50.00 600.00 210,000 109,375,000 7 35.00 8 30.00 50.00 600.00 210,000 109,375,000 8 35.00 9 30.00 50.00 600.00 210,000 109,375,000 9 35.00
10 30.00 50.00 600.00 210,000 109,375,000
1,093,750,000 Rigidez Ok Rigidez Ok
NIVEL 13 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 600.00 210,000 109,375,000 1 40.00 2 30.00 50.00 600.00 210,000 109,375,000 2 40.00 3 30.00 50.00 600.00 210,000 109,375,000 3 40.00 4 30.00 50.00 600.00 210,000 109,375,000 4 40.00 5 30.00 50.00 600.00 210,000 109,375,000 5 40.00 6 30.00 50.00 600.00 210,000 109,375,000 6 40.00 7 30.00 50.00 600.00 210,000 109,375,000 7 40.00
E (kgf/cm2)
SKv
E (kgf/cm2)
SKv
E (kgf/cm2)
8 30.00 50.00 600.00 210,000 109,375,000 8 40.00 9 30.00 50.00 600.00 210,000 109,375,000 9 40.00
10 30.00 50.00 600.00 210,000 109,375,000
1,093,750,000 Rigidez Ok Rigidez Ok
NIVEL 12 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 600.00 210,000 109,375,000 1 40.00 2 30.00 50.00 600.00 210,000 109,375,000 2 40.00 3 30.00 50.00 600.00 210,000 109,375,000 3 40.00 4 30.00 50.00 600.00 210,000 109,375,000 4 40.00 5 30.00 50.00 600.00 210,000 109,375,000 5 40.00 6 30.00 50.00 600.00 210,000 109,375,000 6 40.00 7 30.00 50.00 600.00 210,000 109,375,000 7 40.00 8 30.00 50.00 600.00 210,000 109,375,000 8 40.00 9 30.00 50.00 600.00 210,000 109,375,000 9 40.00
10 30.00 50.00 600.00 210,000 109,375,000
1,093,750,000 Rigidez Ok Rigidez Ok
NIVEL 11 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 600.00 210,000 109,375,000 1 40.00 2 30.00 50.00 600.00 210,000 109,375,000 2 40.00 3 30.00 50.00 600.00 210,000 109,375,000 3 40.00 4 30.00 50.00 600.00 210,000 109,375,000 4 40.00 5 30.00 50.00 600.00 210,000 109,375,000 5 40.00 6 30.00 50.00 600.00 210,000 109,375,000 6 40.00 7 30.00 50.00 600.00 210,000 109,375,000 7 40.00 8 30.00 50.00 600.00 210,000 109,375,000 8 40.00 9 30.00 50.00 600.00 210,000 109,375,000 9 40.00
10 30.00 50.00 600.00 210,000 109,375,000
1,093,750,000 Rigidez Ok Rigidez Ok
NIVEL 10 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)
SKv
E (kgf/cm2)
SKv
E (kgf/cm2)
SKv
E (kgf/cm2)
1 30.00 50.00 600.00 210,000 109,375,000 1 50.00 2 30.00 50.00 600.00 210,000 109,375,000 2 50.00 3 30.00 50.00 600.00 210,000 109,375,000 3 50.00 4 30.00 50.00 600.00 210,000 109,375,000 4 50.00 5 30.00 50.00 600.00 210,000 109,375,000 5 50.00 6 30.00 50.00 600.00 210,000 109,375,000 6 50.00 7 30.00 50.00 600.00 210,000 109,375,000 7 50.00 8 30.00 50.00 600.00 210,000 109,375,000 8 50.00 9 30.00 50.00 600.00 210,000 109,375,000 9 50.00
10 30.00 50.00 600.00 210,000 109,375,000
1,093,750,000 Rigidez Ok Rigidez Ok
NIVEL 9 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 600.00 210,000 109,375,000 1 50.00 2 30.00 50.00 600.00 210,000 109,375,000 2 50.00 3 30.00 50.00 600.00 210,000 109,375,000 3 50.00 4 30.00 50.00 600.00 210,000 109,375,000 4 50.00 5 30.00 50.00 600.00 210,000 109,375,000 5 50.00 6 30.00 50.00 600.00 210,000 109,375,000 6 50.00 7 30.00 50.00 600.00 210,000 109,375,000 7 50.00 8 30.00 50.00 600.00 210,000 109,375,000 8 50.00 9 30.00 50.00 600.00 210,000 109,375,000 9 50.00
10 30.00 50.00 600.00 210,000 109,375,000
1,093,750,000 Rigidez Ok Rigidez Ok
NIVEL 8 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 50.00 30.00 600.00 210,000 39,375,000 1 60.00 2 50.00 30.00 600.00 210,000 39,375,000 2 60.00 3 50.00 30.00 600.00 210,000 39,375,000 3 60.00 4 50.00 30.00 600.00 210,000 39,375,000 4 60.00 5 50.00 30.00 600.00 210,000 39,375,000 5 60.00 6 50.00 30.00 600.00 210,000 39,375,000 6 60.00 7 50.00 30.00 600.00 210,000 39,375,000 7 60.00 8 50.00 30.00 600.00 210,000 39,375,000 8 60.00 9 50.00 30.00 600.00 210,000 39,375,000 9 60.00
10 50.00 30.00 600.00 210,000 39,375,000
393,750,000
SKv
E (kgf/cm2)
SKv
E (kgf/cm2)
SKv
Aumentar rigidez de vigas por factor rv = -8.83 Aumentar rigidez de columnas por factor rc =
NIVEL 7 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 300.00 210,000 218,750,000 1 50.00 2 30.00 50.00 300.00 210,000 218,750,000 2 50.00 3 30.00 50.00 300.00 210,000 218,750,000 3 50.00 4 30.00 50.00 300.00 210,000 218,750,000 4 50.00 5 30.00 50.00 300.00 210,000 218,750,000 5 50.00 6 30.00 50.00 300.00 210,000 218,750,000 6 50.00 7 30.00 50.00 300.00 210,000 218,750,000 7 50.00 8 30.00 50.00 300.00 210,000 218,750,000 8 50.00 9 30.00 50.00 300.00 210,000 218,750,000 9 50.00
10 30.00 50.00 300.00 210,000 218,750,000
2,187,500,000 Rigidez Ok Rigidez Ok
NIVEL 6 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 300.00 210,000 218,750,000 1 60.00 2 30.00 50.00 300.00 210,000 218,750,000 2 60.00 3 30.00 50.00 300.00 210,000 218,750,000 3 60.00 4 30.00 50.00 300.00 210,000 218,750,000 4 60.00 5 30.00 50.00 300.00 210,000 218,750,000 5 60.00 6 30.00 50.00 300.00 210,000 218,750,000 6 60.00 7 30.00 50.00 300.00 210,000 218,750,000 7 60.00 8 30.00 50.00 300.00 210,000 218,750,000 8 60.00 9 30.00 50.00 300.00 210,000 218,750,000 9 60.00
10 30.00 50.00 300.00 210,000 218,750,000
2,187,500,000 Rigidez Ok Rigidez Ok
NIVEL 5 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 300.00 210,000 218,750,000 1 60.00 2 30.00 50.00 300.00 210,000 218,750,000 2 60.00 3 30.00 50.00 300.00 210,000 218,750,000 3 60.00 4 30.00 50.00 300.00 210,000 218,750,000 4 60.00 5 30.00 50.00 300.00 210,000 218,750,000 5 60.00
E (kgf/cm2)
SKv
E (kgf/cm2)
SKv
E (kgf/cm2)
6 30.00 50.00 300.00 210,000 218,750,000 6 60.00 7 30.00 50.00 300.00 210,000 218,750,000 7 60.00 8 30.00 50.00 300.00 210,000 218,750,000 8 60.00 9 30.00 50.00 300.00 210,000 218,750,000 9 60.00
10 30.00 50.00 300.00 210,000 218,750,000
2,187,500,000 Rigidez Ok Rigidez Ok
NIVEL 4 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 30.00 50.00 300.00 210,000 218,750,000 1 60.00 2 30.00 50.00 300.00 210,000 218,750,000 2 60.00 3 30.00 50.00 300.00 210,000 218,750,000 3 60.00 4 30.00 50.00 300.00 210,000 218,750,000 4 60.00 5 30.00 50.00 300.00 210,000 218,750,000 5 60.00 6 30.00 50.00 300.00 210,000 218,750,000 6 60.00 7 30.00 50.00 300.00 210,000 218,750,000 7 60.00 8 30.00 50.00 300.00 210,000 218,750,000 8 60.00 9 30.00 50.00 300.00 210,000 218,750,000 9 60.00
10 30.00 50.00 300.00 210,000 218,750,000
2,187,500,000 Rigidez Ok Rigidez Ok
NIVEL 3 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 40.00 60.00 300.00 210,000 504,000,000 1 60.00 2 40.00 60.00 300.00 210,000 504,000,000 2 60.00 3 40.00 60.00 300.00 210,000 504,000,000 3 60.00 4 40.00 60.00 300.00 210,000 504,000,000 4 60.00 5 40.00 60.00 300.00 210,000 504,000,000 5 60.00 6 40.00 60.00 300.00 210,000 504,000,000 6 60.00 7 40.00 60.00 300.00 210,000 504,000,000 7 60.00 8 40.00 60.00 300.00 210,000 504,000,000 8 60.00 9 40.00 60.00 300.00 210,000 504,000,000 9 60.00
10 40.00 60.00 300.00 210,000 504,000,000
5,040,000,000 Rigidez Ok Rigidez Ok
NIVEL 2 PÓRTICO(S): A
SKv
E (kgf/cm2)
SKv
E (kgf/cm2)
SKv
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 50.00 30.00 300.00 210,000 78,750,000 1 70.00 2 50.00 30.00 300.00 210,000 78,750,000 2 70.00 3 50.00 30.00 300.00 210,000 78,750,000 3 70.00 4 50.00 30.00 300.00 210,000 78,750,000 4 70.00 5 50.00 30.00 300.00 210,000 78,750,000 5 70.00 6 50.00 30.00 300.00 210,000 78,750,000 6 70.00 7 50.00 30.00 300.00 210,000 78,750,000 7 70.00 8 50.00 30.00 300.00 210,000 78,750,000 8 70.00 9 50.00 30.00 300.00 210,000 78,750,000 9 70.00
10 50.00 30.00 300.00 210,000 78,750,000
787,500,000 Rigidez Ok Rigidez Ok
NIVEL 1 PÓRTICO(S): A
VIGAS COLUMNAS
Viga b (cm) h (cm) L (cm) K (kgf*cm) Columna a (cm)1 40.00 60.00 300.00 210,000 504,000,000 1 70.00 2 40.00 60.00 300.00 210,000 504,000,000 2 70.00 3 40.00 60.00 300.00 210,000 504,000,000 3 70.00 4 40.00 60.00 300.00 210,000 504,000,000 4 70.00 5 40.00 60.00 300.00 210,000 504,000,000 5 70.00 6 40.00 60.00 300.00 210,000 504,000,000 6 70.00 7 40.00 60.00 300.00 210,000 504,000,000 7 70.00 8 40.00 60.00 300.00 210,000 504,000,000 8 70.00 9 40.00 60.00 300.00 210,000 504,000,000 9 70.00
10 40.00 60.00 300.00 210,000 504,000,000
5,040,000,000 Rigidez Ok Rigidez Ok
OBSERVACIONES:
E (kgf/cm2)
SKv
E (kgf/cm2)
SKv
En esta hoja se emplea K = EI/L; E se toma de la hoja "Porticos"En la hoja "Porticos" está implícito E
COLUMNAS
b (cm) h (cm) K (kgf*cm) 30.00 - 210,000 - 30.00 - 210,000 - 30.00 - 210,000 - 30.00 - 210,000 - 30.00 - 210,000 - 30.00 - 210,000 - 30.00 - 210,000 - 30.00 - 210,000 - 30.00 - 210,000 -
-
COLUMNAS
b (cm) h (cm) K (kgf*cm) 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318
859,448,864 Aumentar rigidez de columnas por factor rc = 1.01
COLUMNAS
b (cm) h (cm) K (kgf*cm) 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318
E (kgf/cm2)
SKc
E (kgf/cm2)
SKc
E (kgf/cm2)
35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318
859,448,864 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318
859,448,864 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318
859,448,864 Rigidez Ok
SKc
E (kgf/cm2)
SKc
E (kgf/cm2)
SKc
COLUMNAS
b (cm) h (cm) K (kgf*cm) 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318
859,448,864 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318 35.00 275.00 210,000 95,494,318
859,448,864 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091
E (kgf/cm2)
SKc
E (kgf/cm2)
SKc
E (kgf/cm2)
40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091
1,466,181,818 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091
1,466,181,818 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091 40.00 275.00 210,000 162,909,091
1,466,181,818 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm)
SKc
E (kgf/cm2)
SKc
E (kgf/cm2)
SKc
E (kgf/cm2)
50.00 275.00 210,000 397,727,273 50.00 275.00 210,000 397,727,273 50.00 275.00 210,000 397,727,273 50.00 275.00 210,000 397,727,273 50.00 275.00 210,000 397,727,273 50.00 275.00 210,000 397,727,273 50.00 275.00 210,000 397,727,273 50.00 275.00 210,000 397,727,273 50.00 275.00 210,000 397,727,273
3,579,545,455 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636
1,789,772,727 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 30.00 550.00 210,000 51,545,455 30.00 550.00 210,000 51,545,455 30.00 550.00 210,000 51,545,455 30.00 550.00 210,000 51,545,455 30.00 550.00 210,000 51,545,455 30.00 550.00 210,000 51,545,455 30.00 550.00 210,000 51,545,455 30.00 550.00 210,000 51,545,455 30.00 550.00 210,000 51,545,455
463,909,091
SKc
E (kgf/cm2)
SKc
E (kgf/cm2)
SKc
Aumentar rigidez de columnas por factor rc = -3.21
COLUMNAS
b (cm) h (cm) K (kgf*cm) 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636 50.00 550.00 210,000 198,863,636
1,789,772,727 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636
3,711,272,727 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636
E (kgf/cm2)
SKc
E (kgf/cm2)
SKc
E (kgf/cm2)
60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636
3,711,272,727 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636
3,711,272,727 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636 60.00 550.00 210,000 412,363,636
3,711,272,727 Rigidez Ok
SKc
E (kgf/cm2)
SKc
E (kgf/cm2)
SKc
COLUMNAS
b (cm) h (cm) K (kgf*cm) 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545
6,875,590,909 Rigidez Ok
COLUMNAS
b (cm) h (cm) K (kgf*cm) 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545 70.00 550.00 210,000 763,954,545
6,875,590,909 Rigidez Ok
E (kgf/cm2)
SKc
E (kgf/cm2)
SKc
CÁLCULO DEL CORTE POR NIVEL
Peso del edificio, W = 19,800,000Alícuota del pórtico en estudio: 0.20 Es 1 si ya se entró el peso del pórtico como peso del edificio, en celda E5.Coeficiente de corte basal, C = 0.085 Los datos C, T*, Ta, T, Vo, etc. Se obtienen de la Norma Covenin 1756-2001, caps. 7 y 9.
Número de pisos, N = 19Altura del pórtico en metros, hn = 77.00 m
T* = 0.40 sPeso del pórtico en estudio: 3,960,000 kgf
Ta = 1.820 s, ver 9.3.2.2 de norma citada.T = 2.547 s, ver 9.3.2.2 de norma citada.
Corte basal para el pórtico, Vo = 336,600 kgfFuerza en el tope, Ft = 33,660 kgf (ecs. 9.9 y 9.10 en norma citada)
Vo - Ft = 302,940 kgf, corte a prorratear. Ver Sección 9.3.3 de la citada Norma.
Peso del Coef. de
Nivel h (cm) nivel, Wi (kgf) Wi*hi hj Wj*hj distribución
20 0 0.00 0 0.00000019 275 208,421 57,315,789 77.00 4,413,315,789 0.06747018 275 208,421 57,315,789 74.25 4,255,697,368 0.06506017 275 208,421 57,315,789 71.50 4,098,078,947 0.06265116 275 208,421 57,315,789 68.75 3,940,460,526 0.06024115 275 208,421 57,315,789 66.00 3,782,842,105 0.05783114 275 208,421 57,315,789 63.25 3,625,223,684 0.05542213 275 208,421 57,315,789 60.50 3,467,605,263 0.05301212 275 208,421 57,315,789 57.75 3,309,986,842 0.05060211 275 208,421 57,315,789 55.00 3,152,368,421 0.04819310 275 208,421 57,315,789 52.25 2,994,750,000 0.0457839 550 208,421 114,631,579 49.50 5,674,263,158 0.0867478 550 208,421 114,631,579 44.00 5,043,789,474 0.0771087 550 208,421 114,631,579 38.50 4,413,315,789 0.0674706 550 208,421 114,631,579 33.00 3,782,842,105 0.0578315 550 208,421 114,631,579 27.50 3,152,368,421 0.0481934 550 208,421 114,631,579 22.00 2,521,894,737 0.0385543 550 208,421 114,631,579 16.50 1,891,421,053 0.0289162 550 208,421 114,631,579 11.00 1,260,947,368 0.0192771 550 208,421 114,631,579 5.50 630,473,684 0.009639
7,700 1,604,842,105 65,411,644,737 1.000000
kgf. Dato del proyecto, aprox. 300 a 400 kgf/m3 para edificaciones estándar.
S Wi*hi = S Wi*hi =
Referencia:
Es 1 si ya se entró el peso del pórtico como peso del edificio, en celda E5.Los datos C, T*, Ta, T, Vo, etc. Se obtienen de la Norma Covenin 1756-2001, caps. 7 y 9.
kgf, corte a prorratear. Ver Sección 9.3.3 de la citada Norma.
Ft Fi OBSERVACIONES
0 0 020,439 33,660 54,09919,709 0 19,70918,979 0 18,97918,249 0 18,24917,519 0 17,51916,789 0 16,78916,059 0 16,05915,329 0 15,32914,600 0 14,60013,870 0 13,87026,279 0 26,27923,359 0 23,35920,439 0 20,43917,519 0 17,51914,600 0 14,60011,680 0 11,680
8,760 0 8,7605,840 0 5,8402,920 0 2,920
302,940 336,600
Norma Covenin 1756-2001
kgf. Dato del proyecto, aprox. 300 a 400 kgf/m3 para edificaciones estándar.
Fi1