Post on 07-Dec-2015
description
DISEÑO DE ZAPATAS AISLADA SIMETRICA EN MUROS PORTANTES
DATOS GENERALES
Area Tributaria : A trib = 25.50 M2
Longitud Tributaria ( X ) : L trib ( X ) = 6.00 Mts.
Longitud Tributaria ( Y ) : L trib ( Y ) = 4.25 Mts.
Atura del Muro : H = 0.00 Mts.
Espesor del Muro : t = 0.00 Mts.
Ancho de Sobrecimiento : a sobrc. = 0.00 Mts.
Atura del Sobrecimiento : H s/c = 0.00 Mts.
Altura de Escavacion : H exc. = 1.00 Mts.
Ancho de Viga ( X ) : A vig. ( X ) = 0.35 Mts.
Altura de Viga ( X ) : H vig. ( X ) = 0.55 Mts.
Ancho de Viga ( Y ) : A vig. ( Y ) = 0.45 Mts.
Altura de Viga ( Y ) : H vig. ( Y ) = 0.35 Mts.
Ancho de Columna : a col. = 0.45 Mts.
Largo o Espesor de Columna : b col. = 0.35 Mts.
Altura Total de Columna : H total. col = 10.60 Mts.
Esfuerzo Admisible del Terreno : τ Adm. Terr. = 3.00 Kg / Cm2.
Peso Especifico del Muro : γ mur = 0.00 Kg / M3.
Peso Especifico del Concr. Zap. : γ concr. Zap. = 2400.00 Kg / M3.
Peso Especifico del Concr. Sobrec. : γ concr Sobrec. = 0.00 Kg / M3.
Peso Especifico del Concr. Vig. : γ concr. Vig. = 2400.00 Kg / M3.
Peso Especifico del Concr. Col. : γ concr. Col. = 2400.00 Kg / M3.
Peso Especifico del Terreno : γ terr. = 1900.00 Kg / M3.
Trabajamos Para una Altura de 1 Mts Lineal B = 1.00 Mts.Peso del Aligerado : P alig. = 0.30 Ton / M3.
Peso del Acabado : P acab. = 0.10 Ton / M3.
Peso del Tabique : P tab. = 0.15 Ton / M3.
Peso del Tabique en Azotea : P tab. Azot = 0.05 Ton / M3.
Sobrecarga Piso Terminado : S / C pis. Ter. = 0.20 Ton / M2.
Sobrecarga Azotea : S / C azot. = 0.10 Ton / M2.
Resistencia del Concreto : F'c = 210.00 Kg / Cm2.
Resistencia a Fluencia del Acero : Fy = 4200.00 Kg / Cm2.
Numero de Pisos de Techo Alig, : Np = 4.00Numero de Pisos de Muros : Np. Mur. = 0.00Numero de Vigas Uniformes : Nvig. = 4.00Factor de Zona : Z = 1.00Factor de Uso : U = 1.00Nivel de Piso Terminado : N. P. T. = 0.20 Mts.
Nivel de Terreno Natural : N. T. N = 0.00 Mts.
Coeficiente de Carga Muerta : Coef C.M = 1.40Coeficiente de Carga Viva : Coef C.V = 1.70
Coeficiente de Corte : Ǿ Corte = 0.85
Coeficiente de Flexión : Ǿ Flexión = 0.90Porcentaje Estimado de Carga : % Est. Carg. = 0.00 %
Recubriminto : Re = 0.075 Mts.
Estimacio de Diam. Acero 1/2 : Ǿ Acero = 0.0127 Mts.
Ancho de Zapatas : Tzap. = 0.00 Mts.
Largo de Zapata : Szap. = 0.00 Mts.
Altura de Zapata : h zap. = 0.00 Mts.
Calculos del Peso Total
P. Los Alg. Pis. Term. Plo.ali.pt = 42.08 Ton. / Mts.
P. Los Alg. Pis. Azot. Plo.ali.az = 11.48 Ton. / Mts.
Peso del Muro Pm = 0.00 Ton. / Mts.
Peso del Sobrecimiento Ps/c = 0.00 Ton. / Mts.
Peso de la Zapata Pzap. = 0.00 Ton. / Mts.
Peso de la Viga ( X ) Pvig. ( X ) = 11.09 Ton. / Mts.
Peso de la Viga ( Y ) Pvig. ( Y ) = 6.43 Ton. / Mts.
Peso del Columna Pcol. = 4.01 Ton. / Mts.
Peso SC piso term. Ps/c pt = 15.30 Ton. / Mts.
Peso SC azotea Ps/c az = 2.55 Ton. / Mts.
Peso Parcial Pparc. = 92.92 Ton. / Mts.
Peso Est. del Cimiento Pes.C = 0.00 Ton. / Mts.
Peso Total Wtotal = 92.92 Ton. / Mts.
Calculo de Cargas
Carga Muerta : CM : 75.07 Ton. / Mts.
Carga Viva : CV : 17.85 Ton. / Mts.
Calculo del Esfuerzo Neto
Peso Especifico Promedio γ prom= 2150 Kg / M3.
Esfuerzo Neto τ neto = 27.22 Ton. / M2.
Calculo del Area de Zapata
Area de la Zapata A'zap. = 3.41 M2.
A'zap = 1.85 X
Dimensiones de Zapata az = 1.85 Mts.
Ancho de Zapata T = 1.90 Mts.
Largo de Zapata S = 1.80 Mts.
Ancho de Zapata T = 1.90 Mts.
Largo de Zapata S = 1.80 Mts.
Area Real de Zapata Azap. = 3.42 M2.
Azap = 1.90 XLongitud de Volteo Lv1 = Lv2
Lv1 = 0.73 Mts.
Lv2 = 0.73 Mts. Ok
Lv = 0.73 Mts.
Dimensionamiento de la Altura de la Zapata
Punzonamiento
Carga Repartida Factorizada : Pu = 135.44 Ton .
Carga Repartida Factorizada : qu = 39.60 Ton / M2.
Vu = Pu – qu * m * n
: Bc = 1.29
Bc < = 2
: K = 130.57
+ d - Cte. = 0561.87 240.59 129.21
Vu = ( Pu – qu * ( a + b ) ) – ( qu * ( a + b )) * d - qu * d 2
Bc = a max. col / b min. col
V’c = ( 1.06 * ( F’c ) 0.5 * bo * d ) * 10
K = Ǿ * 1.06 * ( F’c ) 0.5 * 10
( 4 * k + qu ) * d2 + ( ( a + b ) * ( 2 * k + qu ) ) * d – ( Pu – qu * ( a * b ) ) = 0
d2
: d = 0.31 Mts.
Calculo de H zap.
: H zap. = 0.39 Mts.
Asumir : H zap. = 0.50 Mts. Ok
Verificacion por Corte
a’ = Lv1 – d : a' = 0.41 Mts.
Vud = qu * B * a’ : Vud = 16.39 Ton.
: V'ud = 20.31 Ton.
Vud < = Ǿ Vn 16.39 < = 20.31 Ok
Diseño por Flexión
Momento Maximo : M max. = 10.41 Ton - Mts.
As = Mmax. / ( Ǿ * Fy * ( d – a / 2) ) As1 = 9.84
a = ( As * Fy ) / ( 0.85 * F’c * B ) a1 = 0.023 Mts.
As2 = 9.19
a2 = 0.022 Mts.
As3 = 9.17
a3 = 0.022 Mts.
As4 = 9.17
a4 = 0.022 Mts.
Area de Acero : a = 0.022 Mts.As = Mmax. / ( Ǿ * Fy * ( d – a / 2) )
Vud < = Ǿ * 0.53 * ( F’c ) 0.5 * B * d
Cms2
Cms2
Cms2
Cms2
: As = 9.17
Espaciamiento del Acero
1.27
Estimacio de Diam. Acero 1/2 : = 0.0127 Mts.
: S' = 0.14 Mts.
Asumir S' = 0.15
1.00 1/2 @ 0.15
Area de AceroMinimo
: As min = 9.00
1.27
Estimacio de Diam. Acero 1/2 : = 0.0127 Mts.
: S' = 0.14 Mts.
Asumir S' = 0.15
1.00 1/2 @ 0.15
As > = As min9.17 > = 9.00 Ok
Diseño Según Libro ACI
Diseño por Flexión T = 1.90 Mts.
Para B = S = 1.80 Mts.
Momento Maximo : M max. = 18.73 Ton - Mts.
As = Mmax. / ( Ǿ * Fy * ( d – a / 2) ) As1 = 17.70
a = ( As * Fy ) / ( 0.85 * F’c * B ) a1 = 0.023 Mts.
Cms2. / Mts.
A Ǿ acer. =
Ǿ acero
S' =A Ǿ acero / As
Ǿ
Cms2. / Mts.
A Ǿ acer. =
Ǿ acero
S' =A Ǿ acero / As
Ǿ
Cms2
As2 = 16.55
a2 = 0.022 Mts.
As3 = 16.51
a3 = 0.022 Mts.
As4 = 16.51
a4 = 0.022 Mts.
Area de Acero : a = 0.022 Mts.As = Mmax. / ( Ǿ * Fy * ( d – a / 2) )
: As = 16.51
Area de AceroMinimo
: As min = 16.20
As > = As min16.51 > = 16.20 Ok
Espaciamiento del Acero
En Direccion " S "
1.27
Estimacio de Diam. Acero 1/2 : = 0.0127 Mts.
: n = 13.03
n = 13.00
S' = ( S - 2 * Re * - Ǿacero ) / ( n - 1 )
S' = 0.14 Mts.
S' = 0.14
13.00 1/2 @ 0.14
Area de AceroMinimo
: As min = 16.20
1.27
Cms2
Cms2
Cms2
Cms2. / Mts.
Cms2. / Mts.
A Ǿ acer. =
Ǿ acero
n =As / A Ǿ acero
Ǿ
Cms2. / Mts.
A Ǿ acer. =
Estimacio de Diam. Acero 1/2 : = 0.0127 Mts.
: n = 12.79
n = 13.00
S' = ( S - 2 * Re * - Ǿacero ) / ( n - 1 )
S' = 0.14 Mts.
S' = 0.15
13.00 1/2 @ 0.15Espaciamiento del Acero
En Direccion " T "Para B = T = 1.90 Mts.
: As T' = 17.42
1.27
Estimacio de Diam. Acero 1/2 : = 0.0127 Mts.
: n = 13.75
n = 14.00
S' = ( T - 2 * Re * - Ǿacero ) / ( n - 1 )
S' = 0.13 Mts.
S' = 0.13
14.00 1/2 @ 0.13
Area de AceroMinimo
: As min = 17.10
1.27
Estimacio de Diam. Acero 1/2 : = 0.0127 Mts.
: n = 13.50
n = 14.00
S' = ( T - 2 * Re * - Ǿacero ) / ( n - 1 )
S' = 0.13 Mts.
S' = 0.15
Ǿ acero
n =As / A Ǿ acero
Ǿ
Cms2. / Mts.
A Ǿ acer. =
Ǿ acero
n =As / A Ǿ acero
Ǿ
Cms2. / Mts.
A Ǿ acer. =
Ǿ acero
n =As / A Ǿ acero
γǾτ
25.5Ok τ
0.15
Longitud Mayor de Columna
Longitud Menor de Columna
1800.00
2300.00
2300.00
2400.00
2400.00
1600.00
1.00
0.30
0.10
0.15
0.05
0.20
0.10
10.00
Re = 7.50 Cms.
Ǿ Ace = 1.27 Cms.
0
0
0
P lo. ali.( Piso Term.) = ( Palig. + Pacab. + Ptab.de p.ter) * Atrib. * B * ( Np – 1 )P lo. ali. ( Azot.) = ( Palig. + Pacab. + Ptab de azot.) * Atrib. * B Pm = t * H * γ mur. * B * Np. Mur.Ps/c = a sobrec. * Hs/c * γ concr.sobrec * BPzap. = T * S * γ concr. * Hzap.Pvigas (x ) = Avig (x). * Hvig.(x) * γ concr.vig * Ltrib (x) * NvPvigas (Y ) = Avig (y). * Hvig.(y) * γ concr.vig * Ltrib (y) * NvPcol = a col * b col * γ concr.col * H total col.Peso S.C. ( Piso Term.) = S.C. pt * Atrib * B * ( Np –1 )Peso S.C. ( Azotea ) = S.C. az * Atrib * BPparcial = P lo. ali.( Piso Term.) + P lo. ali. ( Azot.) + Pm + Ps/c + Pvigas + Pc + Peso S.C. ( Piso Term.) + Peso S.C. ( Azotea )Pest. Cim = %est. * Pparcial
Wpeso total= Pparcial + Pest. cim
C.M. = P lo. ali.( Piso Term.) + P lo. ali. ( Azot.) + Pm + Ps/c + Pvigas + Pc + Pest. cimC.V = Peso S.C. ( Piso Term.) + Peso S.C. ( Azotea )
γ prom. = 0.5 * ( γ conc.zap. + γ suelo )
τ neto = τ adm. – ( γ cim. * Hc. + γ terr * ( Hexc. – Hc. ) + S/C (p.t)
1.85 A z = az * azA zap = Wpeso total / τ neto
az = Az0.5
T1 = az + 0.5 * ( a-b )S1 = az - 0.5 * ( a-b )
1.80 A z = t * s
Lv1 = Lv2Lv1 = 0.5 * ( T1 – a )Lv2 = 0.5 * ( S1 – a )
Lv2 = 0.5 * ( S1 – a )
Pu = 1.5 * CM + 1.8 * CV
qu = Pu / ( Azap.)
m = a + d n = b + dbo = 2 * m + 2 * n
Ok Bc < = 2
Vc = Ǿ * V’c
A zap = T * S
Vu = ( Pu – qu * ( a + b ) ) – ( qu * ( a + b )) * d - qu * d 2
bo = 2 * ( a +b ) + 4 * d 2
Bc = a max. col / b min. col
V’c = ( 1.06 * ( F’c ) 0.5 * bo * d ) * 10
K = Ǿ * 1.06 * ( F’c ) 0.5 * 10
Vc = ( 2 * k * ( a + b ) ) * d + ( 4 * k ) * d2
( 4 * k + qu ) * d2 + ( ( a + b ) * ( 2 * k + qu ) ) * d – ( Pu – qu * ( a * b ) ) = 0
Warnimg
Hz = > 0.50 Mts.
a’ = Lv1 – d
Vud = qu * B * a’Vud < = Ǿ Vn
Vud < = Ǿ Vn
a = ( As * Fy ) / ( 0.85 * F’c * B )
d = ( - b + ( b2 – 4 * a * c ) 0.5 ) / ( 2*a )
Hz = d + Rec. + Ǿ acer. / 2
Vud < = Ǿ * 0.53 * ( F’c ) 0.5 * B * d
M max. = 0.5 * qu * B * Lv2
As = M max. / ( Ǿ * Fy * ( d – a / 2) )
= 1.27 Cms.
OJO
Mts.
Mts.
As min = 0.0018 * B * Hz
= 1.27 Cms.
OJO
Mts.
Mts.
Mts.
a = ( As * Fy ) / ( 0.85 * F’c * B )
Cms2
Ǿ acero
S' = A Ǿ acero / As
Cms2
Ǿ acero
S' = A Ǿ acero / As
M max. = 0.5 * qu * B * Lv2
As = M max. / ( Ǿ * Fy * ( d – a / 2) )
As min = 0.0018 * B * Hz
= 1.27 Cms.
OJO
Mts.
Mts.
As min = 0.0018 * B * Hz
Cms2
Ǿ acero
S' = A Ǿ acero / As
S' = ( S - 2 * Re * - Ǿacerro ) / ( n - 1 )
Cms2
= 1.27 Cms.
OJO
Mts.
Mts.
As T' = As * T / S
= 1.27 Cms.
OJO
Mts.
Mts.
As min = 0.0018 * B * Hz
= 1.27 Cms.
OJO
Mts.
Ǿ acero
S' = A Ǿ acero / As
S' = ( S - 2 * Re * - Ǿacerro ) / ( n - 1 )
Cms2
Ǿ acero
S' = A Ǿ acero / As
S' = ( S - 2 * Re * - Ǿacerro ) / ( n - 1 )
Cms2
Ǿ acero
S' = A Ǿ acero / As
S' = ( S - 2 * Re * - Ǿacerro ) / ( n - 1 )
P lo. ali.( Piso Term.) = ( Palig. + Pacab. + Ptab.de p.ter) * Atrib. * B * ( Np – 1 )
Pparcial = P lo. ali.( Piso Term.) + P lo. ali. ( Azot.) + Pm + Ps/c + Pvigas + Pc + Peso S.C. ( Piso Term.) + Peso S.C. ( Azotea )
C.M. = P lo. ali.( Piso Term.) + P lo. ali. ( Azot.) + Pm + Ps/c + Pvigas + Pc + Pest. cim
INTERPOLACION
Datos Generales
Ingrese 1 Valor X1 = 10.00 Mts. Y1 = 100.00 Mts.Ingrese 2 Valor X2 = 20.00 Mts. Y2 = 200.00 Mts.Ingrese el Valor a Encontrar Xn = 15.00 Mts. Yn = 150.00 Mts.
INTERPOLACION
Datos Generales
Ingrese 1 Valor X1 = 1.00 Mts. Y1 = 4.00 Mts.Ingrese 2 Valor X2 = 2.00 Mts. Y2 = 5.00 Mts.Ingrese el Valor a Encontrar Xn = 3.00 Mts. Yn = 6.00 Mts.
DIMENSIONES DEL ACERO PARA REFUERZO DEL CONCRETOδ conc. = ### Kg / ( Mts * Cm2 )
ACERO GRADO 60 F'y = 4200 Kgs. / Cm2.NORMA ASTM A - 615
BARRA DIAMETRO AREA PESO AREA ( Cm2. )N° Pulg. Cms. ( Cm2. ) Kgs. / Mts. 1 2 3 4 5 6 7 8 9
2 1/4 0.64 0.32 0.26 0.32 0.63 0.95 1.27 1.58 1.90 2.22 2.53 2.853 3/8 0.95 0.71 0.58 0.71 1.43 2.14 2.85 3.56 4.28 4.99 5.70 6.414 1/2 1.27 1.27 1.03 1.27 2.53 3.80 5.07 6.33 7.60 8.87 10.13 11.405 5/8 1.59 1.98 1.61 1.98 3.96 5.94 7.92 9.90 11.88 13.86 15.83 17.816 3/4 1.91 2.85 2.32 2.85 5.70 8.55 11.40 14.25 17.10 19.95 22.80 25.658 1 2.54 5.07 4.12 5.07 10.13 15.20 20.27 25.34 30.40 35.47 40.54 45.609 1 1/8 2.86 6.41 5.22 6.41 12.83 19.24 25.65 32.07 38.48 44.89 51.30 57.72
10 1 1/4 3.18 7.92 6.44 7.92 15.83 23.75 31.67 39.59 47.50 55.42 63.34 71.26