Memoria Calculo Estructural

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MEMORIA DE CÁLCULO ESTRUCTURAL DISEÑO ESTRUCTURAL HOGAR INFANTIL AGRUPADO SONRISAS DEL CASTILLO VEREDA TAMAJE MUNICIPIO DE ROBERTO PAYAN DEPARTAMENTO DE NARIÑO 1

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MEMORIA DE CLCULO ESTRUCTURAL

MEMORIA DE CLCULO ESTRUCTURAL

DISEO ESTRUCTURAL HOGAR INFANTILAGRUPADO SONRISAS DEL CASTILLOVEREDA TAMAJE MUNICIPIO DE ROBERTO PAYAN DEPARTAMENTO DE NARIO

1. CARACTERSTICAS GENERALES DEL PROYECTO.1.1.1. Descripcin General:Estructura de un nivele, con un rea total de de 185.4 m2, destinada a un centro educativo. La estructura planteada consta de prticos de concreto reforzado resistentes a momento, conformando as un sistema estructural combinado por columnas en concreto de 30x30 cm, vigas de 30x30 y 20x20 cm, con la cubierta en asbesto cemento sobre perfiles phrc sencillos con dimenciones 12 x 6 x 1.5 (2mm) y vigas en concreto de 25 x 25 cm. Y cerchas metalicas, como se indica en los planos

2. MODELO ESTRUCTURAL DE ANALISIS.

2.1.1. Apoyos.Las condiciones de frontera impuestas al modelo son la colocacin de apoyos de sexto grado para cada punto de apoyo columna.

2.1.2. Materiales y Secciones.En el programa RAM Advance se trabajo el modelo de la estructura con materiales isotrpicos.El modelo posee los siguientes materiales.CTO210x4200: Utilizado para modelar vigas.Ec = 1811420 Ton/m2 18114.2 MPa = 0.20 = 2.4 Ton/m3masa = 0.0fy = 4200 Kgf/cm2f`c = 210 Kgf/cm2CTOCOL210x4200: Utilizado para modelar columnas.Ec = 1811420 Ton/m2 18114.2 MPa = 0.20 = 2.05 Ton/m3masa = 0.205 Ton-s2/mfy = 4200 Kgf/cm2 420 MPaf`c = 210 Kgf/cm2 21 MpaNota: El objeto de de la reduccin tanto en la masa como en el peso especfico es con el objeto de no tener en cuenta doblemente tanto el peso como la masa de columna en la interseccin con la placa.

CONCPLA: Utilizado para modelar la placa de entrepiso.Ec = 1811420 Ton/m2 18114.2 MPa = 0.20 = 0masa = 0fy = 4200 Kgf/cm2f`c = 210 Kgf/cm2

2.1.3. Cargas Aplicadas2.1.3.1. Cargas Muertas:Las cargas muertas estn representadas por: Peso de la Estructura: Incluye el peso de los muros estructurales y no estructurales,peso de muros fachada, las losas de piso, cubierta, acabados, cielos rasos falsos,de la NSR 10 .

2.1.4.2. Cargas Vivas.Las carga viva utilizada es la correspondiente al uso de edificios destinados a centros educativos. El cdigo NSR-10 establece una carga viva de 50 kgf/m2 para cubiertas

2.1.4.3. Cargas Ssmicas.Debido a la rigidez transversal del entrepiso, este se modelo como un diafragma rgido para cargas contenidas en su plano [Cargas Inerciales generadas por el sismo). La evaluacin de la carga ssmica se realiza a partir del mtodo anlisis Dinmico Modal Espectral. El espectro utilizado en el estudio es el dado por la NSR-10.

TIPO DE SUELO=

FaFv

Coeficiente de Importancia=1.051.6

1

To=0.1354497350.450.4

TC=0.65015873

TL=3.84

3 RESULTADOS DE ANALISIS SISMICOAnlisis Ssmico

Anlisis Modal Espectral

MASAS:

NudoMasa XMasa YMasa ZIner.XXIner.YYIner.ZZ

[Ton][Ton][Ton][Ton*cm2][Ton*cm2][Ton*cm2]

3952.52052.5202.07E+000

FRECUENCIAS POR MODO:

MODOWT

[RAD/SEG][SEG]

121.520.29202

223.830.2637

327.650.22726

PORCENTAJE DE PARTICIPACION DE MASAS

Participacin Modal

MODOPart.XPart.YPart.ZRot.XRot.YRot.Z

100100000

294.810005.190

35.1900094.810

TOTAL:100010001000

MASA TOTAL

GDLMasa Total

[Ton/cm*Sec2]

TX0.05

TY0

TZ0.05

RX0

RY21126.64

RZ0

4. ANALISIS DE ELEMENTOS Y DISEO

El diseo de se la estructura se la ha realizado por medio de el mtodo de los elementos finitos en el programa RAM ADVANSE versin 9.0 . Programado computacionalmente para calcular el campo de desplazamientos y, posteriormente, a travs de relaciones cinemticas y constitutivas las deformaciones y tensiones respectivamente, cuando se trata de un problema de mecnica de slidos deformables o ms generalmente un problema de mecnica de medios continuos. El mtodo de los elementos finitos es muy usado debido a su generalidad y a la facilidad de introducir dominios de clculo complejos (en dos o tres dimensiones)

FY DE BARRA N3 = 2800, LA VIGA DE CIMENTACION TRANSMITE ESFUERZOS AL INDIRECTAMENTE AL SUELO, DEPENDIENDO DE LA MASA DE LA EDIFICACION SE CALCULA As CON MAYORES DIAMETROS, LA EDIFICACION ES DE UN PISO EL REFUERZO CON MAYORES DIAMETROS SE CALCULA PARA VIGAS AEREAS Y COLUMNAS QUE SOPORTAN CARGAS SISMICAS Y PESO PROPIO DE LA ESTRUCTURA, LA VIGA DE CIMENTACION CUMPLE CON REFUERZO YA QUE ESTOS ELEMENTOS EN ESTE TIPO DE ESTRUCTURAS TRABAJAN PARA CONFINAR MUROS.

Viga CIMENTACION A,B,C,DNorma de diseo ACI 318-05 NSR 10

DATOS GENERALES:

Tramos:

TramoLuzSeccinMaterial[m]13.62RcBeamM 30x30cmH 210x420021.45RcBeamM 30x30cmH 210x420034.93RcBeamM 30x30cmH 210x4200

Nudos:

DistanciaRestriccinTxTyRz[m]0.00Empotrado1113.62Empotrado1115.08Empotrado11110.00Empotrado111

Estados de carga:

EstadoDescripcinComb.CategoraDuracinDLCarga MuertaNoDL--LLCarga VivaNoLL--S1DL+LLSiServicio--D1DL+LLSiDiseo--

Reacciones:

NudosestadoRxRyMz[Ton][Ton][Ton*m]1D10.000.390.242D10.000.55-0.203D10.000.690.404D10.000.53-0.441Min.0.000.390.242Min.0.000.55-0.203Min.0.000.690.404Min.0.000.53-0.441Max.0.000.390.242Max.0.000.55-0.203Max.0.000.690.404Max.0.000.53-0.44

Esfuerzos y puntos de inflexin

EstacinEstadoDistanciaCorte VMomento M[%][m][Ton][Ton*m]0D10.00-0.39-0.248D10.77-0.230.0018D11.810.000.1229D12.860.230.0036D13.620.39-0.2436D13.62-0.16-0.0439D13.93-0.090.0044D14.350.000.0248D14.770.090.0051D15.080.16-0.0451D15.08-0.53-0.4461D16.12-0.310.0075D17.540.000.2290D18.960.310.00100D110.000.53-0.44

Deflexiones crticas

[email protected][m][%][cm]f(L)[cm]S137.5475.380.06653(L/7403)1.36806

Envolventes :

Momentos flectores M33:Momentos [Ton*m], Longitud [m]

Esfuerzos cortantes V2:Fuerzas [Ton], Longitud [m]

Traslacin VerticalDeflexin [cm], Longitud [m]

DISEO:

Estatus:Bien

Armadura

Recubrimiento libre:2.54 [cm]Recubrimiento mecnico:3.81 [cm]Deformacin unitaria lmite a traccin:0.004

Refuerzo longitudinalGrupoCantidadDimetroPosEje Ref. 1Dist1Eje Ref. 2Dist2Gancho1Gancho2[m][m]13#3Inferior1-0.1040.10SiSi23#3Superior1-0.1040.10SiSi

Longitudes de anclaje y empalme

GrupoDimetroLdLdhL. EmpalmeL. total[cm][cm][cm][m]1#343.1815.2455.8810.462#355.8815.2471.1210.46

Refuerzo transversal

[email protected][cm]1-2#32712.702Si2-3#31012.702Si3-4#33712.702Si

Separacin inicial de estribos:

TramoS inicialSin lim[cm][cm]0-13.4513.101-22.8113.102-34.9513.10

DISEO FLEXION

Tramo: 1-2Miembro No: 10

Altura efectiva:d = 26.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%-0.240.00-2.032.030.320.002.132.130.270.278.658.650.12210%-0.110.00-2.032.030.150.002.132.130.270.278.658.650.05320%-0.010.00-2.032.030.010.002.132.130.270.278.658.650.00430%0.000.06-2.032.030.000.082.132.130.270.278.658.650.03540%0.000.10-2.032.030.000.142.132.130.270.278.658.650.05650%0.000.12-2.032.030.000.162.132.130.270.278.658.650.06760%0.000.10-2.032.030.000.142.132.130.270.278.658.650.05870%0.000.06-2.032.030.000.082.132.130.270.278.658.650.03980%-0.010.00-2.032.030.010.002.132.130.270.278.658.650.001090%-0.110.00-2.032.030.150.002.132.130.270.278.658.650.0511100%-0.240.00-2.032.030.320.002.132.130.270.278.658.650.12C100%-0.240.00-2.032.030.320.002.132.130.270.278.658.650.12

Tramo: 2-3Miembro No: 11

Altura efectiva:d = 26.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%-0.040.00-2.032.030.050.002.132.130.270.278.658.650.02210%-0.020.00-2.032.030.020.002.132.130.270.278.658.650.01320%0.000.00-2.032.030.000.002.132.130.270.278.658.650.00430%0.000.01-2.032.030.000.012.132.130.270.278.658.650.00540%0.000.02-2.032.030.000.022.132.130.270.278.658.650.01650%0.000.02-2.032.030.000.032.132.130.270.278.658.650.01760%0.000.02-2.032.030.000.022.132.130.270.278.658.650.01870%0.000.01-2.032.030.000.012.132.130.270.278.658.650.00980%0.000.00-2.032.030.000.002.132.130.270.278.658.650.001090%-0.020.00-2.032.030.020.002.132.130.270.278.658.650.0111100%-0.040.00-2.032.030.050.002.132.130.270.278.658.650.02C0%-0.040.00-2.032.030.050.002.132.130.270.278.658.650.02

Tramo: 3-4Miembro No: 14

Altura efectiva:d = 26.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%-0.440.00-2.032.030.600.002.132.130.270.278.658.650.22210%-0.200.00-2.032.030.270.002.132.130.270.278.658.650.10320%-0.020.00-2.032.030.020.002.132.130.270.278.658.650.01430%0.000.11-2.032.030.000.152.132.130.270.278.658.650.06540%0.000.19-2.032.030.000.262.132.130.270.278.658.650.09650%0.000.22-2.032.030.000.302.132.130.270.278.658.650.11760%0.000.19-2.032.030.000.262.132.130.270.278.658.650.09870%0.000.11-2.032.030.000.152.132.130.270.278.658.650.06980%-0.020.00-2.032.030.020.002.132.130.270.278.658.650.011090%-0.200.00-2.032.030.270.002.132.130.270.278.658.650.1011100%-0.440.00-2.032.030.600.002.132.130.270.278.658.650.22C100%-0.440.00-2.032.030.600.002.132.130.270.278.658.650.22

CORTE Y TORSIN

Tramo: 1-2Miembro No: 10

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#312.7013.100.001.690.000.3312.296.0413.750.02210%#312.7013.100.001.690.000.3112.296.0413.750.02320%#312.7013.100.001.690.000.2312.296.0413.750.02430%#312.7013.100.001.690.000.1612.296.0413.750.01540%#312.7013.100.001.690.000.0812.296.0413.750.01650%#312.7013.100.001.690.000.0012.296.0413.750.00760%#312.7013.100.001.690.000.0812.296.0413.750.01870%#312.7013.100.001.690.000.1612.296.0413.750.01980%#312.7013.100.001.690.000.2312.296.0413.750.021090%#312.7013.100.001.690.000.3112.296.0413.750.0211100%#312.7013.100.001.690.000.3312.296.0413.750.02C92%#312.7013.100.001.690.000.3312.296.0413.750.02

Tramo: 2-3Miembro No: 11

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#312.7013.100.001.690.000.0912.296.0413.750.01210%#312.7013.100.001.690.000.0912.296.0413.750.01320%#312.7013.100.001.690.000.0912.296.0413.750.01430%#312.7013.100.001.690.000.0612.296.0413.750.00540%#312.7013.100.001.690.000.0312.296.0413.750.00650%#312.7013.100.001.690.000.0012.296.0413.750.00760%#312.7013.100.001.690.000.0312.296.0413.750.00870%#312.7013.100.001.690.000.0612.296.0413.750.00980%#312.7013.100.001.690.000.0912.296.0413.750.011090%#312.7013.100.001.690.000.0912.296.0413.750.0111100%#312.7013.100.001.690.000.0912.296.0413.750.01C0%#312.7013.100.001.690.000.0912.296.0413.750.01

Tramo: 3-4Miembro No: 14

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#312.7013.100.001.690.000.4712.296.0413.750.03210%#312.7013.100.001.690.000.4312.296.0413.750.03320%#312.7013.100.001.690.000.3212.296.0413.750.02430%#312.7013.100.001.690.000.2112.296.0413.750.02540%#312.7013.100.001.690.000.1112.296.0413.750.01650%#312.7013.100.001.690.000.0012.296.0413.750.00760%#312.7013.100.001.690.000.1112.296.0413.750.01870%#312.7013.100.001.690.000.2112.296.0413.750.02980%#312.7013.100.001.690.000.3212.296.0413.750.021090%#312.7013.100.001.690.000.4312.296.0413.750.0311100%#312.7013.100.001.690.000.4712.296.0413.750.03C96%#312.7013.100.001.690.000.4712.296.0413.750.03

Notas aclaratorias:

* Slo se consideran las solicitaciones a flexin (Mu), corte (Vu) y torsin (Tu) en el diseo.

* Los valores en rojo no cumplen con alguna provisin de la norma.

* El rea requerida por flexin tanto negativa como positiva incluye el refuerzo longitudinal. Vea, abajo, la nota relacionada con el parmetro VCT para determinar cuando las barras han sido provistas para resistir adems torsin o compresin. Esta armadura considera el rea de refuerzo mnimo dado por norma (10.5).

* Las barras no contribuirn a la resistencia del miembro en una distancia igual al mx(12*db,d) cuando el diagrama de momentos disminuye en la misma direccin del anclaje.

* Si la seccin se encuentra dentro de la longitud de anclaje, el aporte de resistencia ser proporcional al desarrollo de su longitud de anclaje hasta el punto en consideracin.

* Asprov es el refuerzo provisto considerando el descuento por la longitud de anclaje mencionado en el punto anterior.

* "C" indica la estacin crtica del tramo.

* Ld-Ldh = La longitud de anclaje de cada barra. Considera la longitud del gancho Ldh en el caso que la barra termine en gancho.

* La longitud de empalme mostrada no se encuentra reducida por el factor Asreq/Asprov.

* sb = separacin libre entre barras superior o inferior correspondiente a la capa de barras mas cercana al borde de la viga (capa 1). No se calcula cuando se dispone de una sola barra.

* El refuerzo transversal se encuentra ordenado de izquierda a derecha.

* Estribos VCT = una bandera que determina si son necesarios los estribos para resistir corte (V), torsin (T) o por tener armadura a compresin (C).

* Spa = separacin entre estribos asignada por el usuario.

* Spa lim = separacin lmite dada por condiciones geomtricas. (11.5.4.1, 11.5.4.3, 21.3.3.2, 21.10.4.2)

* closed = Indica si el estribo es cerrado (si) o abierto (no).

* Mu/(*Mn) = Relacin de resistencia crtica para la estacin. Si el valor se encuentra en rojo, la relacin es mayor a la unidad.

* Al = Es el refuerzo total adicional requerido por torsin.

* El programa no considera las verificaciones ACI 318-99 12.11.3 de la norma para la longitud de anclaje, limitando el dimetro de la barra a utilizar.

Viga CIMENTACION 1,2,3

Norma de diseo ACI 318-05 - NSR 10

DATOS GENERALES:

Tramos:

TramoLuzSeccinMaterial[m]16.70RcBeamM 30x30cmH 210x420024.30RcBeamM 30x30cmH 210x420036.70RcBeamM 30x30cmH 210x4200

Nudos:

DistanciaRestriccinTxTyRz[m]0.00Empotrado1116.70Empotrado11111.00Empotrado11117.70Empotrado111

Estados de carga:

EstadoDescripcinComb.CategoraDuracinDLCarga MuertaNoDL--LLCarga VivaNoLL--S1DL+LLSiServicio--D1DL+LLSiDiseo--

Reacciones:

NudosestadoRxRyMz[Ton][Ton][Ton*m]1D10.000.720.812D10.001.19-0.483D10.001.190.484D10.000.72-0.811Min.0.000.720.812Min.0.001.19-0.483Min.0.001.190.484Min.0.000.72-0.811Max.0.000.720.812Max.0.001.19-0.483Max.0.001.190.484Max.0.000.72-0.81

Esfuerzos y puntos de inflexin

EstacinEstadoDistanciaCorte VMomento M[%][m][Ton][Ton*m]0D10.00-0.72-0.818D11.42-0.420.0019D13.350.000.4030D15.280.420.0038D16.700.72-0.8138D16.70-0.46-0.3343D17.61-0.270.0050D18.850.000.1757D110.090.270.0062D111.000.46-0.3362D111.00-0.72-0.8170D112.42-0.420.0081D114.350.000.4092D116.280.420.00100D117.700.72-0.81

Deflexiones crticas

[email protected][m][%][cm]f(L)[cm]S1314.3581.070.22633(L/2960)1.86111

Envolventes :

Momentos flectores M33:Momentos [Ton*m], Longitud [m]

Esfuerzos cortantes V2:Fuerzas [Ton], Longitud [m]

Traslacin VerticalDeflexin [cm], Longitud [m]

DISEO:

Estatus:Bien

Armadura

Recubrimiento libre:2.54 [cm]Recubrimiento mecnico:3.81 [cm]Deformacin unitaria lmite a traccin:0.004

Refuerzo longitudinalGrupoCantidadDimetroPosEje Ref. 1Dist1Eje Ref. 2Dist2Gancho1Gancho2[m][m]13#3Inferior1-0.1040.10SiSi23#3Superior1-0.1040.10SiSi

Longitudes de anclaje y empalme

GrupoDimetroLdLdhL. EmpalmeL. total[cm][cm][cm][m]1#343.1815.2455.8818.162#355.8815.2471.1218.16

Refuerzo transversal

[email protected][cm]1-2#35112.702Si2-3#33212.702Si3-4#35112.702Si

Separacin inicial de estribos:

TramoS inicialSin lim[cm][cm]0-14.8013.101-25.4513.102-34.8013.10

DISEO FLEXION

Tramo: 1-2Miembro No: 18

Altura efectiva:d = 26.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%-0.810.00-2.032.031.110.002.132.130.270.278.658.650.40210%-0.370.00-2.032.030.510.002.132.130.270.278.658.650.18320%-0.030.00-2.032.030.040.002.132.130.270.278.658.650.02430%0.000.21-2.032.030.000.292.132.130.270.278.658.650.10540%0.000.36-2.032.030.000.482.132.130.270.278.658.650.18650%0.000.40-2.032.030.000.552.132.130.270.278.658.650.20760%0.000.36-2.032.030.000.482.132.130.270.278.658.650.18870%0.000.21-2.032.030.000.292.132.130.270.278.658.650.10980%-0.030.00-2.032.030.040.002.132.130.270.278.658.650.021090%-0.370.00-2.032.030.510.002.132.130.270.278.658.650.1811100%-0.810.00-2.032.031.110.002.132.130.270.278.658.650.40C100%-0.810.00-2.032.031.110.002.132.130.270.278.658.650.40

Tramo: 2-3Miembro No: 17

Altura efectiva:d = 26.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%-0.330.00-2.032.030.450.002.132.130.270.278.658.650.16210%-0.150.00-2.032.030.210.002.132.130.270.278.658.650.08320%-0.010.00-2.032.030.020.002.132.130.270.278.658.650.01430%0.000.09-2.032.030.000.122.132.130.270.278.658.650.04540%0.000.15-2.032.030.000.202.132.130.270.278.658.650.07650%0.000.17-2.032.030.000.232.132.130.270.278.658.650.08760%0.000.15-2.032.030.000.202.132.130.270.278.658.650.07870%0.000.09-2.032.030.000.122.132.130.270.278.658.650.04980%-0.010.00-2.032.030.020.002.132.130.270.278.658.650.011090%-0.150.00-2.032.030.210.002.132.130.270.278.658.650.0811100%-0.330.00-2.032.030.450.002.132.130.270.278.658.650.16C0%-0.330.00-2.032.030.450.002.132.130.270.278.658.650.16

Tramo: 3-4Miembro No: 16

Altura efectiva:d = 26.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%-0.810.00-2.032.031.110.002.132.130.270.278.658.650.40210%-0.370.00-2.032.030.510.002.132.130.270.278.658.650.18320%-0.030.00-2.032.030.040.002.132.130.270.278.658.650.02430%0.000.21-2.032.030.000.292.132.130.270.278.658.650.10540%0.000.36-2.032.030.000.482.132.130.270.278.658.650.18650%0.000.40-2.032.030.000.552.132.130.270.278.658.650.20760%0.000.36-2.032.030.000.482.132.130.270.278.658.650.18870%0.000.21-2.032.030.000.292.132.130.270.278.658.650.10980%-0.030.00-2.032.030.040.002.132.130.270.278.658.650.021090%-0.370.00-2.032.030.510.002.132.130.270.278.658.650.1811100%-0.810.00-2.032.031.110.002.132.130.270.278.658.650.40C0%-0.810.00-2.032.031.110.002.132.130.270.278.658.650.40

CORTE Y TORSIN

Tramo: 1-2Miembro No: 18

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#312.7013.100.001.690.000.6612.296.0413.750.05210%#312.7013.100.001.690.000.5812.296.0413.750.04320%#312.7013.100.001.690.000.4312.296.0413.750.03430%#312.7013.100.001.690.000.2912.296.0413.750.02540%#312.7013.100.001.690.000.1412.296.0413.750.01650%#312.7013.100.001.690.000.0012.296.0413.750.00760%#312.7013.100.001.690.000.1412.296.0413.750.01870%#312.7013.100.001.690.000.2912.296.0413.750.02980%#312.7013.100.001.690.000.4312.296.0413.750.031090%#312.7013.100.001.690.000.5812.296.0413.750.0411100%#312.7013.100.001.690.000.6612.296.0413.750.05C97%#312.7013.100.001.690.000.6612.296.0413.750.05

Tramo: 2-3Miembro No: 17

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#312.7013.100.001.690.000.4012.296.0413.750.03210%#312.7013.100.001.690.000.3712.296.0413.750.03320%#312.7013.100.001.690.000.2812.296.0413.750.02430%#312.7013.100.001.690.000.1912.296.0413.750.01540%#312.7013.100.001.690.000.0912.296.0413.750.01650%#312.7013.100.001.690.000.0012.296.0413.750.00760%#312.7013.100.001.690.000.0912.296.0413.750.01870%#312.7013.100.001.690.000.1912.296.0413.750.01980%#312.7013.100.001.690.000.2812.296.0413.750.021090%#312.7013.100.001.690.000.3712.296.0413.750.0311100%#312.7013.100.001.690.000.4012.296.0413.750.03C0%#312.7013.100.001.690.000.4012.296.0413.750.03

Tramo: 3-4Miembro No: 16

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#312.7013.100.001.690.000.6612.296.0413.750.05210%#312.7013.100.001.690.000.5812.296.0413.750.04320%#312.7013.100.001.690.000.4312.296.0413.750.03430%#312.7013.100.001.690.000.2912.296.0413.750.02540%#312.7013.100.001.690.000.1412.296.0413.750.01650%#312.7013.100.001.690.000.0012.296.0413.750.00760%#312.7013.100.001.690.000.1412.296.0413.750.01870%#312.7013.100.001.690.000.2912.296.0413.750.02980%#312.7013.100.001.690.000.4312.296.0413.750.031090%#312.7013.100.001.690.000.5812.296.0413.750.0411100%#312.7013.100.001.690.000.6612.296.0413.750.05C97%#312.7013.100.001.690.000.6612.296.0413.750.05

VIGA AEREA N+2.88A,B,C,DN+3.9 A,D

Norma de diseo ACI 318-05 - NSR 10

DATOS GENERALES:

Tramos:

TramoLuzSeccinMaterial[m]13.62RcBeamM 30x30cmH 210x420021.45RcBeamM 30x30cmH 210x420034.93RcBeamM 30x30cmH 210x4200

Nudos:

DistanciaRestriccinTxTyRz[m]0.00Articulado1103.62Articulado1105.08Articulado11010.00Articulado110

Estados de carga:

EstadoDescripcinComb.CategoraDuracinDLCarga MuertaNoDL--LLCarga VivaNoLL--S1DL+LLSiServicio--D1DL+LLSiDiseo--

Reacciones:

NudosestadoRxRyMz[Ton][Ton][Ton*m]1D10.000.340.002D10.000.400.003D10.000.990.004D10.000.430.001Min.0.000.340.002Min.0.000.400.003Min.0.000.990.004Min.0.000.430.001Max.0.000.340.002Max.0.000.400.003Max.0.000.990.004Max.0.000.430.00

Esfuerzos y puntos de inflexin

EstacinEstadoDistanciaCorte VMomento M[%][m][Ton][Ton*m]0D10.00-0.340.0015D11.540.000.2631D13.110.340.0036D13.620.45-0.2036D13.620.05-0.2051D15.080.36-0.4951D15.08-0.63-0.4960D16.01-0.430.0080D18.030.010.43100D110.000.430.00

Deflexiones crticas

[email protected][m][%][cm]f(L)[cm]S137.7977.840.18258(L/2697)1.36806

Envolventes :

Momentos flectores M33:Momentos [Ton*m], Longitud [m]

Esfuerzos cortantes V2:Fuerzas [Ton], Longitud [m]

Traslacin VerticalDeflexin [cm], Longitud [m]

DISEO:

Estatus:Bien

Armadura

Recubrimiento libre:2.54 [cm]Recubrimiento mecnico:3.81 [cm]Deformacin unitaria lmite a traccin:0.004

Refuerzo longitudinalGrupoCantidadDimetroPosEje Ref. 1Dist1Eje Ref. 2Dist2Gancho1Gancho2[m][m]13#5Inferior1-0.1040.10SiSi23#5Superior1-0.1040.10SiSi

Longitudes de anclaje y empalme

GrupoDimetroLdLdhL. EmpalmeL. total[cm][cm][cm][m]1#571.1225.4091.4410.642#591.4425.40119.3810.64

Refuerzo transversal

[email protected][cm]1-2#32712.702Si2-3#31012.702Si3-4#33712.702Si

Separacin inicial de estribos:

TramoS inicialSin lim[cm][cm]0-13.4513.101-22.8113.102-34.9513.10

DISEO FLEXION

Tramo: 1-2Miembro No: 31

Altura efectiva:d = 26.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%0.000.00-5.205.200.000.005.885.880.760.768.028.020.00210%0.000.11-5.305.300.000.156.006.000.780.788.028.020.02320%0.000.19-5.305.300.000.266.006.000.780.788.028.020.04430%0.000.24-5.305.300.000.336.006.000.780.788.028.020.04540%0.000.26-5.305.300.000.366.006.000.780.788.028.020.05650%0.000.26-5.305.300.000.356.006.000.780.788.028.020.05760%0.000.22-5.305.300.000.306.006.000.780.788.028.020.04870%0.000.16-5.305.300.000.226.006.000.780.788.028.020.03980%0.000.07-5.305.300.000.096.006.000.780.788.028.020.011090%-0.050.00-5.305.300.070.006.006.000.780.788.028.020.0111100%-0.200.00-5.305.300.270.006.006.000.780.788.028.020.04C42%0.000.26-5.305.300.000.366.006.000.780.788.028.020.05

Tramo: 2-3Miembro No: 32

Altura efectiva:d = 26.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%-0.200.00-5.305.300.270.006.006.000.780.788.028.020.04210%-0.210.00-5.305.300.290.006.006.000.780.788.028.020.04320%-0.220.00-5.305.300.310.006.006.000.780.788.028.020.04430%-0.240.00-5.305.300.330.006.006.000.780.788.028.020.05540%-0.260.00-5.305.300.360.006.006.000.780.788.028.020.05650%-0.290.00-5.305.300.400.006.006.000.780.788.028.020.05760%-0.320.00-5.305.300.440.006.006.000.780.788.028.020.06870%-0.360.00-5.305.300.490.006.006.000.780.788.028.020.07980%-0.400.00-5.305.300.550.006.006.000.780.788.028.020.081090%-0.440.00-5.305.300.610.006.006.000.780.788.028.020.0811100%-0.490.00-5.305.300.680.006.006.000.780.788.028.020.09C100%-0.490.00-5.305.300.680.006.006.000.780.788.028.020.09

Tramo: 3-4Miembro No: 35

Altura efectiva:d = 26.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%-0.490.00-5.305.300.680.006.006.000.780.788.028.020.09210%-0.210.00-5.305.300.290.006.006.000.780.788.028.020.04320%0.000.02-5.305.300.000.036.006.000.780.788.028.020.00430%0.000.20-5.305.300.000.286.006.000.780.788.028.020.04540%0.000.33-5.305.300.000.466.006.000.780.788.028.020.06650%0.000.41-5.305.300.000.566.006.000.780.788.028.020.08760%0.000.43-5.305.300.000.596.006.000.780.788.028.020.08870%0.000.40-5.305.300.000.556.006.000.780.788.028.020.08980%0.000.32-5.305.300.000.446.006.000.780.788.028.020.061090%0.000.19-5.305.300.000.266.006.000.780.788.028.020.0411100%0.000.00-5.205.200.000.005.885.880.760.768.028.020.00C0%-0.490.00-5.305.300.680.006.006.000.780.788.028.020.09

CORTE Y TORSIN

Tramo: 1-2Miembro No: 31

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#312.7013.100.001.690.000.2812.296.0413.750.02210%#312.7013.100.001.690.000.2612.296.0413.750.02320%#312.7013.100.001.690.000.1812.296.0413.750.01430%#312.7013.100.001.690.000.1012.296.0413.750.01540%#312.7013.100.001.690.000.0212.296.0413.750.00650%#312.7013.100.001.690.000.0612.296.0413.750.00760%#312.7013.100.001.690.000.1312.296.0413.750.01870%#312.7013.100.001.690.000.2112.296.0413.750.02980%#312.7013.100.001.690.000.2912.296.0413.750.021090%#312.7013.100.001.690.000.3712.296.0413.750.0311100%#312.7013.100.001.690.000.3912.296.0413.750.03C92%#312.7013.100.001.690.000.3912.296.0413.750.03

Tramo: 2-3Miembro No: 32

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#312.7013.100.001.690.000.0512.296.0413.750.00210%#312.7013.100.001.690.000.0812.296.0413.750.01320%#312.7013.100.001.690.000.1112.296.0413.750.01430%#312.7013.100.001.690.000.1412.296.0413.750.01540%#312.7013.100.001.690.000.1712.296.0413.750.01650%#312.7013.100.001.690.000.2012.296.0413.750.01760%#312.7013.100.001.690.000.2312.296.0413.750.02870%#312.7013.100.001.690.000.2712.296.0413.750.02980%#312.7013.100.001.690.000.2912.296.0413.750.021090%#312.7013.100.001.690.000.2912.296.0413.750.0211100%#312.7013.100.001.690.000.2912.296.0413.750.02C80%#312.7013.100.001.690.000.2912.296.0413.750.02

Tramo: 3-4Miembro No: 35

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#312.7013.100.001.690.000.5712.296.0413.750.04210%#312.7013.100.001.690.000.5312.296.0413.750.04320%#312.7013.100.001.690.000.4212.296.0413.750.03430%#312.7013.100.001.690.000.3112.296.0413.750.02540%#312.7013.100.001.690.000.2112.296.0413.750.02650%#312.7013.100.001.690.000.1012.296.0413.750.01760%#312.7013.100.001.690.000.0112.296.0413.750.00870%#312.7013.100.001.690.000.1112.296.0413.750.01980%#312.7013.100.001.690.000.2212.296.0413.750.021090%#312.7013.100.001.690.000.3312.296.0413.750.0211100%#312.7013.100.001.690.000.3712.296.0413.750.03C0%#312.7013.100.001.690.000.5712.296.0413.750.04

VIGA AEREA N+2.881,2,3Norma de diseo ACI 318-05 NSR 10

DATOS GENERALES:

Tramos:

TramoLuzSeccinMaterial[m]16.70RcBeamM 30x30cmH 210x420024.30RcBeamM 30x30cmH 210x420036.70RcBeamM 30x30cmH 210x4200

Nudos:

DistanciaRestriccinTxTyRz[m]0.00Articulado1106.70Articulado11011.00Articulado11017.70Articulado110

Estados de carga:

EstadoDescripcinComb.CategoraDuracinDLCarga MuertaNoDL--LLCarga VivaNoLL--S1DL+LLSiServicio--D1DL+LLSiDiseo--

Reacciones:

NudosestadoRxRyMz[Ton][Ton][Ton*m]1D10.000.610.002D10.001.300.003D10.001.300.004D10.000.610.001Min.0.000.610.002Min.0.001.300.003Min.0.001.300.004Min.0.000.610.001Max.0.000.610.002Max.0.001.300.003Max.0.001.300.004Max.0.000.610.00

Esfuerzos y puntos de inflexin

EstacinEstadoDistanciaCorte VMomento M[%][m][Ton][Ton*m]0D10.00-0.610.0016D12.850.010.8532D15.620.610.0038D16.700.84-0.7838D16.70-0.46-0.7862D111.000.46-0.7862D111.00-0.84-0.7868D112.08-0.610.0084D114.85-0.010.85100D117.700.610.00

Deflexiones crticas

[email protected][m][%][cm]f(L)[cm]S113.0117.030.69579(L/963)1.86111

Envolventes :

Momentos flectores M33:Momentos [Ton*m], Longitud [m]

Esfuerzos cortantes V2:Fuerzas [Ton], Longitud [m]

Traslacin VerticalDeflexin [cm], Longitud [m]

DISEO:

Estatus:Bien

Armadura

Recubrimiento libre:2.54 [cm]Recubrimiento mecnico:3.81 [cm]Deformacin unitaria lmite a traccin:0.004

Refuerzo longitudinalGrupoCantidadDimetroPosEje Ref. 1Dist1Eje Ref. 2Dist2Gancho1Gancho2[m][m]13#5Inferior1-0.1040.10SiSi23#5Superior1-0.1040.10SiSi

Longitudes de anclaje y empalme

GrupoDimetroLdLdhL. EmpalmeL. total[cm][cm][cm][m]1#571.1225.4091.4418.342#591.4425.40119.3818.34

Refuerzo transversal

[email protected][cm]1-2#35112.702Si2-3#33212.702Si3-4#35112.702Si

Separacin inicial de estribos:

TramoS inicialSin lim[cm][cm]0-14.8013.101-25.4513.102-34.8013.10

DISEO FLEXION

Tramo: 1-2Miembro No: 40

Altura efectiva:d = 26.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%0.000.00-5.205.200.000.005.885.880.760.768.028.020.00210%0.000.36-5.305.300.000.496.006.000.780.788.028.020.07320%0.000.62-5.305.300.000.866.006.000.780.788.028.020.12430%0.000.78-5.305.300.001.096.006.000.780.788.028.020.15540%0.000.85-5.305.300.001.186.006.000.780.788.028.020.16650%0.000.82-5.305.300.001.146.006.000.780.788.028.020.16760%0.000.69-5.305.300.000.966.006.000.780.788.028.020.13870%0.000.47-5.305.300.000.656.006.000.780.788.028.020.09980%0.000.15-5.305.300.000.216.006.000.780.788.028.020.031090%-0.270.00-5.305.300.370.006.006.000.780.788.028.020.0511100%-0.780.00-5.305.301.080.006.006.000.780.788.028.020.15C42%0.000.85-5.305.300.001.196.006.000.780.788.028.020.16

Tramo: 2-3Miembro No: 41

Altura efectiva:d = 26.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%-0.780.00-5.305.301.080.006.006.000.780.788.028.020.15210%-0.600.00-5.305.300.830.006.006.000.780.788.028.020.11320%-0.460.00-5.305.300.640.006.006.000.780.788.028.020.09430%-0.360.00-5.305.300.500.006.006.000.780.788.028.020.07540%-0.300.00-5.305.300.420.006.006.000.780.788.028.020.06650%-0.280.00-5.305.300.390.006.006.000.780.788.028.020.05760%-0.300.00-5.305.300.420.006.006.000.780.788.028.020.06870%-0.360.00-5.305.300.500.006.006.000.780.788.028.020.07980%-0.460.00-5.305.300.640.006.006.000.780.788.028.020.091090%-0.600.00-5.305.300.830.006.006.000.780.788.028.020.1111100%-0.780.00-5.305.301.080.006.006.000.780.788.028.020.15C100%-0.780.00-5.305.301.080.006.006.000.780.788.028.020.15

Tramo: 3-4Miembro No: 42

Altura efectiva:d = 26.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%-0.780.00-5.305.301.080.006.006.000.780.788.028.020.15210%-0.270.00-5.305.300.370.006.006.000.780.788.028.020.05320%0.000.15-5.305.300.000.216.006.000.780.788.028.020.03430%0.000.47-5.305.300.000.656.006.000.780.788.028.020.09540%0.000.69-5.305.300.000.966.006.000.780.788.028.020.13650%0.000.82-5.305.300.001.146.006.000.780.788.028.020.16760%0.000.85-5.305.300.001.186.006.000.780.788.028.020.16870%0.000.78-5.305.300.001.096.006.000.780.788.028.020.15980%0.000.62-5.305.300.000.866.006.000.780.788.028.020.121090%0.000.36-5.305.300.000.496.006.000.780.788.028.020.0711100%0.000.00-5.205.200.000.005.885.880.760.768.028.020.00C58%0.000.85-5.305.300.001.196.006.000.780.788.028.020.16

CORTE Y TORSIN

Tramo: 1-2Miembro No: 40

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#312.7013.100.001.690.000.5512.296.0413.750.04210%#312.7013.100.001.690.000.4612.296.0413.750.03320%#312.7013.100.001.690.000.3212.296.0413.750.02430%#312.7013.100.001.690.000.1712.296.0413.750.01540%#312.7013.100.001.690.000.0312.296.0413.750.00650%#312.7013.100.001.690.000.1212.296.0413.750.01760%#312.7013.100.001.690.000.2612.296.0413.750.02870%#312.7013.100.001.690.000.4112.296.0413.750.03980%#312.7013.100.001.690.000.5512.296.0413.750.041090%#312.7013.100.001.690.000.7012.296.0413.750.0511100%#312.7013.100.001.690.000.7812.296.0413.750.06C97%#312.7013.100.001.690.000.7812.296.0413.750.06

Tramo: 2-3Miembro No: 41

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#312.7013.100.001.690.000.4012.296.0413.750.03210%#312.7013.100.001.690.000.3712.296.0413.750.03320%#312.7013.100.001.690.000.2812.296.0413.750.02430%#312.7013.100.001.690.000.1912.296.0413.750.01540%#312.7013.100.001.690.000.0912.296.0413.750.01650%#312.7013.100.001.690.000.0012.296.0413.750.00760%#312.7013.100.001.690.000.0912.296.0413.750.01870%#312.7013.100.001.690.000.1912.296.0413.750.01980%#312.7013.100.001.690.000.2812.296.0413.750.021090%#312.7013.100.001.690.000.3712.296.0413.750.0311100%#312.7013.100.001.690.000.4012.296.0413.750.03C95%#312.7013.100.001.690.000.4012.296.0413.750.03

Tramo: 3-4Miembro No: 42

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#312.7013.100.001.690.000.7812.296.0413.750.06210%#312.7013.100.001.690.000.7012.296.0413.750.05320%#312.7013.100.001.690.000.5512.296.0413.750.04430%#312.7013.100.001.690.000.4112.296.0413.750.03540%#312.7013.100.001.690.000.2612.296.0413.750.02650%#312.7013.100.001.690.000.1212.296.0413.750.01760%#312.7013.100.001.690.000.0312.296.0413.750.00870%#312.7013.100.001.690.000.1712.296.0413.750.01980%#312.7013.100.001.690.000.3212.296.0413.750.021090%#312.7013.100.001.690.000.4612.296.0413.750.0311100%#312.7013.100.001.690.000.5512.296.0413.750.04C0%#312.7013.100.001.690.000.7812.296.0413.750.06

VIGA N+2.88 2`

Norma de diseo ACI 318-05 NSR 10

DATOS GENERALES:

Tramos:

TramoLuzSeccinMaterial[m]14.30RcBeamM 20x20cmH 210x4200

Nudos:

DistanciaRestriccinTxTyRz[m]0.00Articulado1104.30Articulado110

Estados de carga:

EstadoDescripcinComb.CategoraDuracinDLCarga MuertaNoDL--LLCarga VivaNoLL--S1DL+LLSiServicio--D1DL+LLSiDiseo--

Reacciones:

NudosestadoRxRyMz[Ton][Ton][Ton*m]1D10.000.210.002D10.000.210.001Min.0.000.210.002Min.0.000.210.001Max.0.000.210.002Max.0.000.210.00

Esfuerzos y puntos de inflexin

EstacinEstadoDistanciaCorte VMomento M[%][m][Ton][Ton*m]0D10.00-0.210.0050D12.150.000.22100D14.300.210.00

Deflexiones crticas

[email protected][m][%][cm]f(L)[cm]S112.1550.000.42927(L/1002)1.19444

Envolventes :

Momentos flectores M33:Momentos [Ton*m], Longitud [m]

Esfuerzos cortantes V2:Fuerzas [Ton], Longitud [m]

Traslacin VerticalDeflexin [cm], Longitud [m]

DISEO:

Estatus:Bien

Armadura

Recubrimiento libre:2.54 [cm]Recubrimiento mecnico:3.81 [cm]Deformacin unitaria lmite a traccin:0.004

Refuerzo longitudinalGrupoCantidadDimetroPosEje Ref. 1Dist1Eje Ref. 2Dist2Gancho1Gancho2[m][m]13#4Inferior1-0.1020.10SiSi23#4Superior1-0.1020.10SiSi

Longitudes de anclaje y empalme

GrupoDimetroLdLdhL. EmpalmeL. total[cm][cm][cm][m]1#455.8820.3273.664.852#473.6620.3293.984.85

Refuerzo transversal

[email protected][cm]1-2#3547.622Si

Separacin inicial de estribos:

TramoS inicialSin lim[cm][cm]0-10.378.10

DISEO FLEXION

Tramo: 1-2Miembro No: 47

Altura efectiva:d = 16.19 [cm]Porcentaje de redistribucin de momentos:Apoyo A = 0.00%Apoyo B = 0.00%Cuanta geomtrica mxima:maxsup = 1.55%maxinf= 1.55%Separacin lmite entre barras por fisuracin:sb lim = 30.61 [cm]

Momentos flectores

EstacinMu[Ton*m]*Mn[Ton*m]Asreq [cm2]Asprov [cm2](%)sb [cm]Mu/(*Mn)No.Distnegposnegpossupinfsupinfsupinfsupinf10%0.000.00-1.801.800.000.003.873.871.331.337.947.940.00210%0.000.08-1.801.800.000.193.873.871.331.337.947.940.04320%0.000.14-1.801.800.000.353.873.871.331.337.947.940.08430%0.000.19-1.801.800.000.463.873.871.331.337.947.940.10540%0.000.21-1.801.800.000.523.873.871.331.337.947.940.12650%0.000.22-1.801.800.000.543.873.871.331.337.947.940.12760%0.000.21-1.801.800.000.523.873.871.331.337.947.940.12870%0.000.19-1.801.800.000.463.873.871.331.337.947.940.10980%0.000.14-1.801.800.000.353.873.871.331.337.947.940.081090%0.000.08-1.801.800.000.193.873.871.331.337.947.940.0411100%0.000.00-1.801.800.000.003.873.871.331.337.947.940.00C50%0.000.22-1.801.800.000.543.873.871.331.337.947.940.12

CORTE Y TORSIN

Tramo: 1-2Miembro No: 47

EstacinEstribosSpc provSpc limTu*TnAlVuVsVc*VnVu/(*Vn)No.DistDimVCT[cm][cm][Ton*m][Ton*m][cm2][Ton][Ton][Ton][Ton]10%#37.628.100.000.330.000.199.952.499.330.02210%#37.628.100.000.330.000.179.952.499.330.02320%#37.628.100.000.330.000.129.952.499.330.01430%#37.628.100.000.330.000.089.952.499.330.01540%#37.628.100.000.330.000.049.952.499.330.00650%#37.628.100.000.330.000.009.952.499.330.00760%#37.628.100.000.330.000.049.952.499.330.00870%#37.628.100.000.330.000.089.952.499.330.01980%#37.628.100.000.330.000.129.952.499.330.011090%#37.628.100.000.330.000.179.952.499.330.0211100%#37.628.100.000.330.000.199.952.499.330.02C0%#37.628.100.000.330.000.199.952.499.330.02

COLUMNA TIPO 1

Norma de Diseo:ACI 318-05 NSR 10

Estados de carga considerados en el diseo:1:1.4D2:1.2D+1.6L3:1.2D+L4:1.2D+L+E5:1.2D+L+S26:0.9D7:0.9D+E8:0.9D+S2

Riesgo ssmico:Riesgo Bajo

MaterialesHormign, f'c:0.21 [Ton/cm2]Acero, fy:4.20 [Ton/cm2]Tipo de concreto:NormalAcero, fyt:4.20 [Ton/cm2]Mdulo de elasticidad:213.70 [Ton/cm2]Tipo de empalmes:TangencialPeso unitario:2.40 [Ton/m3]Cuanta mnima adoptada:0.010Recubrimiento epxico:NoCuanta mxima adoptada:0.080

Estatus general:Bien

DATOS COLUMNA : 1

GeometraTipo de seccin:RectangularPosicin de la columna:CentroDistancia entre niveles:2.88 [m]Ancho b (// a eje x):30.00 [cm]Alto h (// a eje y):30.00 [cm]

Armadura

Longitudinal:6-T16Recubrimiento libre:2.50 [cm]As provista:12.06 [cm2]Cuanta provista:1.34%Nmero de barras // a la cara x:3Con una separacin entre barras:9.10 [cm]Nmero de barras // a la cara y:2Con una separacin entre barras:19.80 [cm]

Transversal:10 T10 c/ 25.00cmNmero de ramas // a eje x:2Nmero de ramas // a eje y:2Separacin inicial (Sini):0.00 [cm]

Parmetros de diseo

EsbeltezEje yyEje xxLu[cm]288.00288.00K1.001.00Klu/r33.2633.26Cm0.000.00Pc[Ton]429.10429.10SwaySiSi

Solicitaciones

EstadoUbicacinPuMuxxMuyyVxVyCarga transversal[Ton][Ton*m][Ton*m][Ton][Ton]xxyy1Superior-4.440.330.010.01-0.17NoNoInferior-5.31-0.16-0.010.01-0.17NoNo2Superior-3.800.280.010.01-0.14NoNoInferior-4.55-0.14-0.010.01-0.14NoNo3Superior-3.800.280.010.01-0.14NoNoInferior-4.55-0.14-0.010.01-0.14NoNo4Superior-3.800.280.010.01-0.14NoNoInferior-4.55-0.14-0.010.01-0.14NoNo5Superior-3.800.280.010.01-0.14NoNoInferior-4.55-0.14-0.010.01-0.14NoNo6Superior-2.850.210.000.00-0.11NoNoInferior-3.41-0.10-0.010.00-0.11NoNo7Superior-2.850.210.000.00-0.11NoNoInferior-3.41-0.10-0.010.00-0.11NoNo8Superior-2.850.210.000.00-0.11NoNoInferior-3.41-0.10-0.010.00-0.11NoNoRESULTADOS COLUMNA : 1

Estatus de la columna:Bien

Compresin biaxial

Estado gobernante:6Esfuerzos en barras:fs