Werner Omar Prado Mora
2013
Introducción:La mayoría de los ingenieros conocen o han oído sobre SAP2000, el software líder en ingeniería estructural. Se pueden analizar cualquier tipo de estructuras con este programa, e incluso diseñar elemento por elemento de manera precisa con los reglamentos mas conocidos.
El programa sirve para realizar cálculos estructurales.
La información que debes entrar al programa son las longitudes y las cargas que van a tener la estructura que vas a diseñar. El programa entrega datos de dimensiones de vigas, columnas, etc. con la cantidad de concreto y acero que necesitas; o si es el caso, las dimensiones de la estructura en acero que necesites.
El programa también tiene la posibilidad de analizar las cargas por separado, y diseñar de acuerdo a la mayor carga presentada.
Lo que contiene la pantalla principal:Lo elementos mas destacados dentro de la pantalla de inicio del programa es:File (archivo), edite (editar), view (ver), define (definir), draw (dibujar), select (seleccionar), asign (asignar), analyze (analizar), display (mostrar), design (designar), opcions (opciones), tolos (herramientas) y help (ayuda).Al igual que los iconos de pantalla, el modelo, las coordenadas, el sistema de coordenadas, unidades.
Las cuales serán indicadas a continuación:
archivo editar verdibujar
asignaranalizar
ayudamostrar
Normalmente en los problemas de análisis estructural se toman en cuenta cuatro factores como cargas como elementos principales que non:1.- carga viva.2.- carga muerta.3.- cargas sísmicas.4.- cargas de ciento.Aunque por el momento estaremos utilizando solo dos que son las principales y mas importantes:Carga viva (live) y la carga muerta (dead).
En este programa de análisis estructural y diseño de las mismas hay muchos materiales ya sea para:Concreto:• ACI 318-05 /IBC 2003• ACI 318-02• ACI 318-99• AS 3600-01• Mexicano RCDF 2001• IBC 2003• BS 8110-89 (Británico)• BS 8110 97 (Británico)• CSA-A23 3-04• CSA-A23 3-94• Eurocodigo 2-2004• Eurocodigo 2-1992• Hong Kong CP 2004• Indio IS 456-2000• Italiano DM 14-2-92• KCI-1999• NZS 3101-95• Singapore CP 65:99• UBC 97y en acero:• AISC 2005/IBC 2006
Modelo que se asta trabajando Empezar animacionunidades
opiciones
designar
definir
seleccionar
• AISC-ASD01• AISC-ASD89• AISC LRFD 2001• API RP2A WSD 2000• API RP2A LRFD 97• ASCE 10-97• BS59950-90• BSS5950-2000• CISC 95• Eurocodigo 3-1993• Indio UNI 10011• UBC 97 ASD• UBC 97 LRFD• Chino (solo para la versión de sap2000 en Chino).
Pero en este curso en el caso del acero solo utilizaremos el acero A36 que pertenece a AISC 2005/IBC 2006 y en el caso del concreto un concreto diseñado por nosotros que se llama concreto 250 que pertenece a Mexicano RCDF 2001.
Pasos a seguir cada vez que se quiera hacer un
análisis estructural o diseño de viga.
Pasos:
1.- abrir el sap con la versión que se tenga.
2.- proponer las unidades con las que se quiera trabajar, en este caso siempre será en kg m s
3.- presionar la ventana de file (archivo) y seleccionar la opción de new model (nuevo modelo), se desplegara una ventana en la que se tendrá que agregar cuantos claros le pondrás a tu viga a diseñar o analizar, si las medidas no son constantes se selecciona el pequeño recuadro y se la agregan las medidas de cada claro.
4.- Enseguida de define el material en la pestaña que dice define (definir).
5.- Después nos vamos a la pantalla que dice asign (asignar) ya que desplego el menú seleccionamos la opción que dice fame, se abro otro menú y seleccionamos fame seccions, en este espacio se colocara las dimensiones de la viga deseadas.
6.-ahora se procede a agregar las cargas a las que se quiera someter la viga.
7.-Se procede a asignar las cargas que soportara la viga, seleccionamos el tramo de viga al que queremos asignarle las cargas en seguida nos vamos a la pestaña que dice asignar y seleccionamos para agregar las cargas del tipo que sean (puntual, distribuida, gravitatoria etc.), se abrirá un menú en donde se deberá ser rellenado con las cargas y con sus respectivas distancias y seleccionas a que corresponden esas cargas si a las vivas o a las muertas, y presionar ok, así continuar hasta poner todas las cargas deseadas en la viga tanto como vivas como muertas.
8.- ya que se tiene toda la viga con cargas y materiales se deberá correr el análisis vamos a donde dice display y run analicis.
9.- nos vamos a display, frame seccions y ponemos para que nos muestre los cortantes y momentos, en nuestro caso pondremos cortante 2-2 y en el caso del momento, momento 3-3.
10.- luego se diseña con el reglamento necesario en el caso del concreto con el reglamento del DF, e en el caso del acero con el reglamento del 2006.
11.- se imprime el documento de Word que se desplego al guardar tu documento.
Practicas:1.- Viga de acero con dos claros, en el primer claro dos cargas distribuidas y en el segundo claro con una carga puntual,
Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 1 of 2Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 1 of 2
Frame DesignSect DesignType Status Ratio RatioType
1 W18X60 Beam Overstressed 1.050928 PMM
2 W18X60 Beam No Messages 0.624854 PMM
Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 2 of 2Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 2 of 2
Frame Combo Location ErrMsg WarnMsg
m
1 DSTL2 3.00000 No Messages No Messages
2 DSTL2 0.00000 No Messages No Messages
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 1 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 1 of 9
Frame DesignSect DesignType Status Combo Location Pr
m Kgf
1 W18X60 Beam Overstressed DSTL2 3.00000 0.00
2 W18X60 Beam No Messages DSTL2 0.00000 0.00
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 2 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 2 of 9
Frame MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio
Kgf-m Kgf-m Kgf Kgf Kgf-m
1 34873.59 0.00 1735.08 0.00 0.00 (H1-1b) 1.050928
2 -28689.86 0.00 -8472.87 0.00 0.00 (H1-1b) 0.624854
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 3 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 3 of 9
Frame PRatio MMajRatio MMinRatio VMajRatio VMinRatio TorRatio DCLimit
1 0.000000 1.050928 0.000000 0.950000
2 0.000000 0.624854 0.000000 0.950000
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 4 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 4 of 9
Frame PrDsgn PcComp PcTension MrMajorDsgn
McMajor MrMinorDsgn
McMinor
Kgf Kgf Kgf Kgf-m Kgf-m Kgf-m Kgf-m
1 0.00 67595.02 258656.54 34873.59 33183.61 0.00 7689.74
2 0.00 67595.02 258656.54 -28689.86 45914.47 0.00 7689.74
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 5 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 5 of 9
Frame XLMajor XLMinor XLLTB K1Major K1Minor K2Major K2Minor
1 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000
2 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 6 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 6 of 9
Frame KLTB CmMajor CmMinor Cb B1Major B1Minor B2Major
1 1.000000 1.000000 1.000000 1.183122 1.000000 1.000000 1.000000
2 1.000000 1.000000 1.000000 3.000000 1.000000 1.000000 1.000000
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 7 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 7 of 9
Frame B2Minor Fy E Length MajAxisAng RLLF SectClass
Kgf/m2 Kgf/m2 m Degrees
1 1.000000 25310506.54 2.039E+10 7.00000 1.000000 Compact
2 1.000000 25310506.54 2.039E+10 7.00000 1.000000 Compact
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 8 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 8 of 9
Frame FramingType SDC Omega0 SystemCd ErrMsg
1 Special Moment Frame
D 3.000000 5.500000 No Messages
2 Special Moment Frame
D 3.000000 5.500000 No Messages
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 9 of 9Table: Steel Design 2 - PMM Details - AISC360-05-
IBC2006, Part 9 of 9
Frame WarnMsg
1 No Messages
2 No Messages
Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 1 of 4Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 1 of 4
Frame DesignSect DesignType Status VMajorCombo VMajorLoc VMajorRatio
m
1 W18X60 Beam No Messages DSTL2 7.00000 0.395379
2 W18X60 Beam No Messages DSTL2 0.00000 0.114245
Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 2 of 4Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 2 of 4
Frame VrMajDsgn PhiVnMajor TrMajor VMinorCombo VMinorLoc VMinorRatio VrMinDsgn
Kgf Kgf Kgf-m m Kgf
1 29322.87 74163.88 0.00 DSTL1 0.00000 0.000000 29322.87
2 8472.87 74163.88 0.00 DSTL1 0.00000 0.000000 8472.87
Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 3 of 4Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 3 of 4
Frame PhiVnMinor TrMinor DCLimit RLLF FramingType
Kgf Kgf-m
1 92600.06 0.00 0.950000 1.000000 Special Moment Frame
2 92600.06 0.00 0.950000 1.000000 Special Moment Frame
Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 4 of 4Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 4 of 4
Frame ErrMsg WarnMsg
1 No Messages No Messages
2 No Messages No Messages
Table: Steel Design 7 - Beam Shear Forces - AISC360-05-IBC2006Table: Steel Design 7 - Beam Shear Forces - AISC360-05-IBC2006
Frame DesignSect ComboLeft VMajorLeft ComboRight VMajorRight
Kgf Kgf
1 W18X60 DSTL2 25465.77 DSTL2 29322.87
2 W18X60 DSTL2 8472.87 DSTL1 1674.12
Table: Steel Design 9 - Decision Parameters - AISC360-05-IBC2006, Part 1 of 2
Table: Steel Design 9 - Decision Parameters - AISC360-05-IBC2006, Part 1 of 2
Frame DesignSect AlphaPrOPy aPrOPyGT05
AlphaPrOPeL
aPrOPeGT015
Taub EAmodifier
1 W18X60 0.000000 No 0.000000 1.000000 0.800000
2 W18X60 0.000000 No 0.000000 1.000000 0.800000
Table: Steel Design 9 - Decision Parameters - AISC360-05-IBC2006, Part 2 of 2
Table: Steel Design 9 - Decision Parameters - AISC360-05-IBC2006,
Part 2 of 2
Frame EImodifier
1 0.800000
2 0.800000
2.- Es una viga igual que la No. 1 solo que con vigas mas griesas.
Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 1 of 2Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 1 of 2
Frame DesignSect DesignType Status Ratio RatioType
1 W18X65 Beam Overstressed 0.984689 PMM
2 W16X50 Beam No Messages 0.712762 PMM
Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 2 of 2Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 2 of 2
Frame Combo Location ErrMsg WarnMsg
m
1 DSTL2 3.00000 No Messages No Messages
2 DSTL2 0.00000 No Messages No Messages
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 1 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 1 of 9
Frame DesignSect DesignType Status Combo Location Pr
m Kgf
1 W18X65 Beam Overstressed DSTL2 3.00000 0.00
2 W16X50 Beam No Messages DSTL2 0.00000 0.00
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 2 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 2 of 9
Frame MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio
Kgf-m Kgf-m Kgf Kgf Kgf-m
1 37455.80 0.00 1128.83 0.00 0.00 (H1.3b,H1-2) 0.984689
2 -24478.04 0.00 -7809.51 0.00 0.00 (H1-1b) 0.712762
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 3 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 3 of 9
Frame PRatio MMajRatio MMinRatio VMajRatio VMinRatio TorRatio DCLimit
1 0.000000 0.984689 0.000000 0.950000
2 0.000000 0.712762 0.000000 0.950000
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 4 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 4 of 9
Frame PrDsgn PcComp PcTension MrMajorDsgn
McMajor MrMinorDsgn
McMinor
Kgf Kgf Kgf Kgf-m Kgf-m Kgf-m Kgf-m
1 0.00 73936.27 280701.13 37455.80 37745.88 0.00 8398.99
2 0.00 50190.31 216036.99 -24478.04 34342.53 0.00 6084.60
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 5 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 5 of 9
Frame XLMajor XLMinor XLLTB K1Major K1Minor K2Major K2Minor
1 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000
2 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 6 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 6 of 9
Frame KLTB CmMajor CmMinor Cb B1Major B1Minor B2Major
1 1.000000 1.000000 1.000000 1.196690 1.000000 1.000000 1.000000
2 1.000000 1.000000 1.000000 2.855725 1.000000 1.000000 1.000000
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 7 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 7 of 9
Frame B2Minor Fy E Length MajAxisAng RLLF SectClass
Kgf/m2 Kgf/m2 m Degrees
1 1.000000 25310506.54 2.039E+10 7.00000 1.000000 Compact
2 1.000000 25310506.54 2.039E+10 7.00000 1.000000 Compact
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 8 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 8 of 9
Frame FramingType SDC Omega0 SystemCd ErrMsg
1 Special Moment Frame
D 3.000000 5.500000 No Messages
2 Special Moment Frame
D 3.000000 5.500000 No Messages
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 9 of 9Table: Steel Design 2 - PMM Details - AISC360-05-
IBC2006, Part 9 of 9
Frame WarnMsg
1 No Messages
2 No Messages
Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 1 of 4Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 1 of 4
Frame DesignSect DesignType Status VMajorCombo VMajorLoc VMajorRatio
m
1 W18X65 Beam No Messages DSTL2 7.00000 0.355399
2 W16X50 Beam No Messages DSTL2 0.00000 0.129003
Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 2 of 4Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 2 of 4
Frame VrMajDsgn PhiVnMajor TrMajor VMinorCombo VMinorLoc VMinorRatio VrMinDsgn
Kgf Kgf Kgf-m m Kgf
1 28753.09 80903.65 0.00 DSTL1 0.00000 0.000000 28753.09
2 7809.51 60537.39 0.00 DSTL1 0.00000 0.000000 7809.51
Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 3 of 4Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 3 of 4
Frame PhiVnMinor TrMinor DCLimit RLLF FramingType
Kgf Kgf-m
1 100391.07 0.00 0.950000 1.000000 Special Moment Frame
2 78551.05 0.00 0.950000 1.000000 Special Moment Frame
Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 4 of 4Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 4 of 4
Frame ErrMsg WarnMsg
1 No Messages No Messages
2 No Messages No Messages
Table: Steel Design 7 - Beam Shear Forces - AISC360-05-IBC2006Table: Steel Design 7 - Beam Shear Forces - AISC360-05-IBC2006
Frame DesignSect ComboLeft VMajorLeft ComboRight VMajorRight
Kgf Kgf
1 W18X65 DSTL2 26099.36 DSTL2 28753.09
2 W16X50 DSTL2 7809.51 DSTL1 1914.89
Table: Steel Design 9 - Decision Parameters - AISC360-05-IBC2006, Part 1 of 2
Table: Steel Design 9 - Decision Parameters - AISC360-05-IBC2006, Part 1 of 2
Frame DesignSect AlphaPrOPy aPrOPyGT05
AlphaPrOPeL
aPrOPeGT015
Taub EAmodifier
1 W18X65 0.000000 No 0.000000 1.000000 0.800000
2 W16X50 0.000000 No 0.000000 1.000000 0.800000
Table: Steel Design 9 - Decision Parameters - AISC360-05-IBC2006, Part 2 of 2
Table: Steel Design 9 - Decision Parameters - AISC360-05-IBC2006,
Part 2 of 2
Frame EImodifier
1 0.800000
2 0.800000
3.- Es una viga con 3 claros, el primero con dos cargas distribuidas la segunda con una carga puntual y la tercera con una carga distribuida triangular.
Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 1 of 2Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 1 of 2
Frame DesignSect DesignType Status Ratio RatioType
1 W18X65 Beam Overstressed 1.036358 PMM
2 W14X48 Beam No Messages 0.729386 PMM
3 W18X65 Beam No Messages 0.123618 PMM
Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 2 of 2Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 2 of 2
Frame Combo Location ErrMsg WarnMsg
m
1 DSTL2 3.00000 No Messages No Messages
Table: Steel Design 1 - Summary Data - AISC360-05-IBC2006, Part 2 of 2
Frame Combo Location ErrMsg WarnMsg
m
2 DSTL2 0.00000 No Messages No Messages
3 DSTL2 5.00000 No Messages No Messages
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 1 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 1 of 9
Frame DesignSect DesignType Status Combo Location Pr
m Kgf
1 W18X65 Beam Overstressed DSTL2 3.00000 0.00
2 W14X48 Beam No Messages DSTL2 0.00000 0.00
3 W18X65 Beam No Messages DSTL2 5.00000 0.00
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 2 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 2 of 9
Frame MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio
Kgf-m Kgf-m Kgf Kgf Kgf-m
1 38798.07 0.00 681.41 0.00 0.00 (H1-1b) 1.036358
2 -21346.07 0.00 -7065.44 0.00 0.00 (H1-1b) 0.729386
3 6137.33 0.00 30.69 0.00 0.00 (H1.3a,H1-1b)
0.123618
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 3 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 3 of 9
Frame PRatio MMajRatio MMinRatio VMajRatio VMinRatio TorRatio DCLimit
1 0.000000 1.036358 0.000000 0.950000
2 0.000000 0.729386 0.000000 0.950000
3 0.000000 0.123618 0.000000 0.950000
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 4 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 4 of 9
Frame PrDsgn PcComp PcTension MrMajorDsgn
McMajor MrMinorDsgn
McMinor
Kgf Kgf Kgf Kgf-m Kgf-m Kgf-m Kgf-m
1 0.00 73936.27 280701.13 38798.07 37436.92 0.00 8398.99
2 0.00 69348.98 207219.16 -21346.07 29265.81 0.00 7316.45
3 0.00 73936.27 280701.13 6137.33 42581.55 0.00 8398.99
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 5 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 5 of 9
Frame XLMajor XLMinor XLLTB K1Major K1Minor K2Major K2Minor
1 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000
2 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000
3 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 6 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 6 of 9
Frame KLTB CmMajor CmMinor Cb B1Major B1Minor B2Major
1 1.000000 1.000000 1.000000 1.186894 1.000000 1.000000 1.000000
2 1.000000 1.000000 1.000000 2.843525 1.000000 1.000000 1.000000
3 1.000000 1.000000 1.000000 1.349999 1.000000 1.000000 1.000000
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 7 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 7 of 9
Frame B2Minor Fy E Length MajAxisAng RLLF SectClass
Kgf/m2 Kgf/m2 m Degrees
1 1.000000 25310506.54 2.039E+10 7.00000 1.000000 Compact
2 1.000000 25310506.54 2.039E+10 7.00000 1.000000 Compact
3 1.000000 25310506.54 2.039E+10 7.00000 1.000000 Compact
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 8 of 9Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 8 of 9
Frame FramingType SDC Omega0 SystemCd ErrMsg
1 Special Moment Frame
D 3.000000 5.500000 No Messages
2 Special Moment Frame
D 3.000000 5.500000 No Messages
3 Special Moment Frame
D 3.000000 5.500000 No Messages
Table: Steel Design 2 - PMM Details - AISC360-05-IBC2006, Part 9 of 9Table: Steel Design 2 - PMM Details - AISC360-05-
IBC2006, Part 9 of 9
Frame WarnMsg
1 No Messages
2 No Messages
3 No Messages
Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 1 of 4Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 1 of 4
Frame DesignSect DesignType Status VMajorCombo VMajorLoc VMajorRatio
m
1 W18X65 Beam No Messages DSTL2 7.00000 0.349869
2 W14X48 Beam No Messages DSTL2 0.00000 0.153807
3 W18X65 Beam No Messages DSTL2 7.00000 0.086593
Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 2 of 4Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 2 of 4
Frame VrMajDsgn PhiVnMajor TrMajor VMinorCombo VMinorLoc VMinorRatio VrMinDsgn
Kgf Kgf Kgf-m m Kgf
1 28305.66 80903.65 0.00 DSTL1 0.00000 0.000000 28305.66
2 7065.44 45937.01 0.00 DSTL1 0.00000 0.000000 7065.44
3 7005.68 80903.65 0.00 DSTL1 0.00000 0.000000 7005.68
Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 3 of 4Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 3 of 4
Frame PhiVnMinor TrMinor DCLimit RLLF FramingType
Kgf Kgf-m
1 100391.07 0.00 0.950000 1.000000 Special Moment Frame
2 84260.60 0.00 0.950000 1.000000 Special Moment Frame
3 100391.07 0.00 0.950000 1.000000 Special Moment Frame
Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 4 of 4Table: Steel Design 3 - Shear Details - AISC360-05-IBC2006, Part 4 of 4
Frame ErrMsg WarnMsg
1 No Messages No Messages
2 No Messages No Messages
3 No Messages No Messages
Table: Steel Design 7 - Beam Shear Forces - AISC360-05-IBC2006Table: Steel Design 7 - Beam Shear Forces - AISC360-05-IBC2006
Frame DesignSect ComboLeft VMajorLeft ComboRight VMajorRight
Kgf Kgf
1 W18X65 DSTL2 26546.79 DSTL2 28305.66
2 W14X48 DSTL2 7065.44 DSTL1 2760.45
3 W18X65 DSTL2 2066.77 DSTL2 7005.68
Table: Steel Design 9 - Decision Parameters - AISC360-05-IBC2006, Part 1 of 2
Table: Steel Design 9 - Decision Parameters - AISC360-05-IBC2006, Part 1 of 2
Frame DesignSect AlphaPrOPy aPrOPyGT05
AlphaPrOPeL
aPrOPeGT015
Taub EAmodifier
1 W18X65 0.000000 No 0.000000 1.000000 0.800000
2 W14X48 0.000000 No 0.000000 1.000000 0.800000
3 W18X65 0.000000 No 0.000000 1.000000 0.800000
Table: Steel Design 9 - Decision Parameters - AISC360-05-IBC2006, Part 2 of 2
Table: Steel Design 9 - Decision Parameters - AISC360-05-IBC2006,
Part 2 of 2
Frame EImodifier
1 0.800000
2 0.800000
3 0.800000
4.-es una viga de concreto con 4 claros pero con el ultimo apoyo en forma de voladizo, en el primer apoyo una carga no constante pero distribuida con distancia de 8.5 m, en el segundo claro dos cargas puntuales una a 2 m y la otra a 2.5 m de la otra carga el claro mida en total 6.5 m, el tercer voladizo con dos cargas distribuidas y el cuarto claro con una carga puntual en el extremo.
Table: Concrete Design 2 - Beam Summary Data - Mexican RCDF 2001, Part 1 of 3
Table: Concrete Design 2 - Beam Summary Data - Mexican RCDF 2001, Part 1 of 3
Frame DesignSect DesignType Status Location FTopCombo FTopArea
m m2
1 concreoto250 Beam See ErrMsg 0.00000 DCON2 0.000590
1 concreoto250 Beam See ErrMsg 0.50000 DCON1 (Sp) 5.417774
1 concreoto250 Beam See ErrMsg 1.00000 DCON1 (Sp) 9.796975
1 concreoto250 Beam See ErrMsg 1.50000 DCON1 (Sp) 13.461892
1 concreoto250 Beam See ErrMsg 2.00000 DCON1 (Sp) 16.303404
1 concreoto250 Beam See ErrMsg 2.50000 DCON1 (Sp) 18.321510
Table: Concrete Design 2 - Beam Summary Data - Mexican RCDF 2001, Part 1 of 3
Frame DesignSect DesignType Status Location FTopCombo FTopArea
m m2
1 concreoto250 Beam See ErrMsg 3.00000 DCON1 (Sp) 19.516213
1 concreoto250 Beam See ErrMsg 3.50000 DCON1 (Sp) 19.887512
1 concreoto250 Beam See ErrMsg 4.00000 DCON1 (Sp) 19.435409
1 concreoto250 Beam See ErrMsg 4.50000 DCON1 (Sp) 18.159904
1 concreoto250 Beam See ErrMsg 5.00000 DCON1 (Sp) 16.060999
1 concreoto250 Beam See ErrMsg 5.50000 DCON1 (Sp) 13.138693
1 concreoto250 Beam See ErrMsg 6.00000 DCON1 (Sp) 9.392988
1 concreoto250 Beam See ErrMsg 6.50000 DCON1 (Sp) 5.417774
1 concreoto250 Beam See ErrMsg 7.00000 DCON1 (Sp) 5.417774
1 concreoto250 Beam See ErrMsg 7.50000 DCON1 6.508583
1 concreoto250 Beam See ErrMsg 8.00000 DCON1 13.264197
1 concreoto250 Beam See ErrMsg 8.50000 DCON1 20.810024
2 concreoto250 Beam See ErrMsg 0.00000 DCON1 20.810024
2 concreoto250 Beam See ErrMsg 0.50000 DCON1 15.348897
2 concreoto250 Beam See ErrMsg 1.00000 DCON1 10.677956
2 concreoto250 Beam See ErrMsg 1.50000 DCON1 6.797201
2 concreoto250 Beam See ErrMsg 2.00000 DCON1 (Sp) 5.417774
2 concreoto250 Beam See ErrMsg 2.00000 DCON1 (Sp) 5.417774
2 concreoto250 Beam See ErrMsg 2.50000 DCON1 (Sp) 5.417774
2 concreoto250 Beam See ErrMsg 3.00000 DCON1 (Sp) 5.417774
2 concreoto250 Beam See ErrMsg 3.50000 DCON1 (Sp) 5.417774
2 concreoto250 Beam See ErrMsg 4.00000 DCON1 (Sp) 5.417774
2 concreoto250 Beam See ErrMsg 4.50000 DCON1 (Sp) 5.417774
2 concreoto250 Beam See ErrMsg 4.50000 DCON1 (Sp) 5.417774
2 concreoto250 Beam See ErrMsg 5.00000 DCON1 (Sp) 5.417774
2 concreoto250 Beam See ErrMsg 5.50000 DCON1 (Sp) 5.417774
2 concreoto250 Beam See ErrMsg 6.00000 DCON1 7.430787
2 concreoto250 Beam See ErrMsg 6.50000 DCON1 11.452257
3 concreoto250 Beam See ErrMsg 0.00000 DCON1 11.452257
3 concreoto250 Beam See ErrMsg 0.50000 DCON1 5.949372
3 concreoto250 Beam See ErrMsg 1.00000 DCON1 (Sp) 2.980095
3 concreoto250 Beam See ErrMsg 1.50000 DCON1 (Sp) 2.980095
3 concreoto250 Beam See ErrMsg 2.00000 DCON1 (Sp) 6.059656
3 concreoto250 Beam See ErrMsg 2.50000 DCON1 (Sp) 8.500012
3 concreoto250 Beam See ErrMsg 3.00000 DCON1 (Sp) 10.116966
3 concreoto250 Beam See ErrMsg 3.50000 DCON1 (Sp) 10.910520
3 concreoto250 Beam See ErrMsg 4.00000 DCON1 (Sp) 10.880662
3 concreoto250 Beam See ErrMsg 4.50000 DCON1 (Sp) 10.027382
3 concreoto250 Beam See ErrMsg 5.00000 DCON1 (Sp) 8.350680
3 concreoto250 Beam See ErrMsg 5.50000 DCON1 (Sp) 5.850557
3 concreoto250 Beam See ErrMsg 6.00000 DCON1 (Sp) 2.980095
3 concreoto250 Beam See ErrMsg 6.50000 DCON1 (Sp) 2.980095
3 concreoto250 Beam See ErrMsg 7.00000 DCON1 6.322240
4 concreoto250 Beam See ErrMsg 0.00000 DCON1 6.322240
4 concreoto250 Beam See ErrMsg 0.50000 DCON1 3.556511
4 concreoto250 Beam See ErrMsg 1.00000 DCON1 1.643736
4 concreoto250 Beam See ErrMsg 1.50000 DCON1 (Sp) 1.643736
4 concreoto250 Beam No Messages 2.00000 DCON2 0.000590
Table: Concrete Design 2 - Beam Summary Data - Mexican RCDF 2001, Part 2 of 3
Table: Concrete Design 2 - Beam Summary Data - Mexican RCDF 2001, Part 2 of 3
Frame FBotCombo FBotArea VCombo VRebar ErrMsg
m2 m2/m
1 DCON2 (Sp) 0.000590 DCON1 0.000000 Shear stress exceeds maximum allowed.
1 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 9.405556 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 12.922779 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 15.649779 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 17.586557 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 18.733114 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 19.089450 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 18.655567 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 17.431464 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 15.417143 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 12.612605 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
Table: Concrete Design 2 - Beam Summary Data - Mexican RCDF 2001, Part 2 of 3
Frame FBotCombo FBotArea VCombo VRebar ErrMsg
m2 m2/m
1 DCON1 9.017850 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 (Sp) 6.778353 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 (Sp) 13.817647 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
1 DCON1 (Sp) 21.680336 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 21.680336 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 15.989887 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 11.122805 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 7.079090 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
Table: Concrete Design 2 - Beam Summary Data - Mexican RCDF 2001, Part 2 of 3
Frame FBotCombo FBotArea VCombo VRebar ErrMsg
m2 m2/m
2 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 5.417774 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 7.739282 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
2 DCON1 (Sp) 11.929620 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 (Sp) 11.929620 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 (Sp) 6.195660 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
Table: Concrete Design 2 - Beam Summary Data - Mexican RCDF 2001, Part 2 of 3
Frame FBotCombo FBotArea VCombo VRebar ErrMsg
m2 m2/m
3 DCON1 (Sp) 2.980095 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 (Sp) 2.980095 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 5.818849 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 8.160860 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 9.712652 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 10.474226 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 10.445571 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 9.626678 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 8.017546 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 5.618176 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 (Sp) 2.980095 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
3 DCON1 (Sp) 2.980095 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
Table: Concrete Design 2 - Beam Summary Data - Mexican RCDF 2001, Part 2 of 3
Frame FBotCombo FBotArea VCombo VRebar ErrMsg
m2 m2/m
3 DCON1 (Sp) 6.584185 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
4 DCON1 (Sp) 6.584185 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
4 DCON1 (Sp) 3.702318 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
4 DCON1 (Sp) 1.643818 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
4 DCON1 (Sp) 1.643736 DCON1 0.000000 The required reinforcing exceeds maximum allowed; The required reinforcing exceeds maximum allowed; Shear stress exceeds
maximum allowed.
4 DCON2 0.000590 DCON2 0.000251 No Messages
Table: Concrete Design 2 - Beam Summary Data - Mexican RCDF 2001, Part 3 of 3
Table: Concrete Design 2 - Beam Summary Data - Mexican RCDF 2001, Part 3 of 3
Frame WarnMsg
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
1 No Messages
2 No Messages
2 No Messages
2 No Messages
2 No Messages
2 No Messages
Table: Concrete Design 2 - Beam Summary Data - Mexican RCDF 2001, Part 3 of 3
Frame WarnMsg
2 No Messages
2 No Messages
2 No Messages
2 No Messages
2 No Messages
2 No Messages
2 No Messages
2 No Messages
2 No Messages
2 No Messages
2 No Messages
3 No Messages
3 No Messages
3 No Messages
3 No Messages
3 No Messages
3 No Messages
3 No Messages
3 No Messages
3 No Messages
3 No Messages
3 No Messages
3 No Messages
3 No Messages
3 No Messages
3 No Messages
4 No Messages
4 No Messages
4 No Messages
4 No Messages
4 No Messages
5.-
Table: Base Reactions, Part 1 of 4Table: Base Reactions, Part 1 of 4
OutputCase CaseType StepType StepNum GlobalFX GlobalFY GlobalFZ GlobalMX GlobalMY
Kgf Kgf Kgf Kgf-m Kgf-m
DEAD LinStatic 0.00 0.00 29075.16 0.00 158025.00
MODAL LinModal Mode 1.000000 1626135.47 0.00 0.00 0.00 0.00
MODAL LinModal Mode 2.000000 3974929.50 0.00 0.00 0.00 0.00
MODAL LinModal Mode 3.000000 1626135.47 0.00 0.00 0.00 0.00
LIVE LinStatic 0.00 0.00 18525.00 0.00 88200.00
Table: Base Reactions, Part 2 of 4Table: Base Reactions, Part 2 of 4
OutputCase StepType StepNum GlobalMZ GlobalX GlobalY GlobalZ XCentroidFX
YCentroidFX
Kgf-m m m m m m
DEAD 0.00 0.00000 0.00000 0.00000 0.00000 0.00000
MODAL Mode 1.000000 0.00 0.00000 0.00000 0.00000 -10.50000 0.00000
MODAL Mode 2.000000 0.00 0.00000 0.00000 0.00000 -10.50000 0.00000
MODAL Mode 3.000000 0.00 0.00000 0.00000 0.00000 -10.50000 0.00000
LIVE 0.00 0.00000 0.00000 0.00000 0.00000 0.00000
Table: Base Reactions, Part 3 of 4Table: Base Reactions, Part 3 of 4
OutputCase StepType StepNum ZCentroidFX
XCentroidFY
YCentroidFY
ZCentroidFY
XCentroidFZ
YCentroidFZ
m m m m m m
DEAD 0.00000 0.00000 0.00000 0.00000 -5.43505 0.00000
MODAL Mode 1.000000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
MODAL Mode 2.000000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
MODAL Mode 3.000000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
LIVE 0.00000 0.00000 0.00000 0.00000 -4.76113 0.00000
Table: Base Reactions, Part 4 of 4Table: Base Reactions, Part 4 of 4
OutputCase StepType StepNum ZCentroidFZ
m
DEAD 0.00000
MODAL Mode 1.000000 0.00000
MODAL Mode 2.000000 0.00000
MODAL Mode 3.000000 0.00000
LIVE 0.00000
Table: Modal Load Participation RatiosTable: Modal Load Participation Ratios
OutputCase ItemType Item Static Dynamic
Percent Percent
MODAL Acceleration UX 100.0000 100.0000
MODAL Acceleration UY 0.0000 0.0000
MODAL Acceleration UZ 0.0000 0.0000
Table: Modal Participating Mass Ratios, Part 1 of 3Table: Modal Participating Mass Ratios, Part 1 of 3
OutputCase StepType StepNum Period UX UY UZ SumUX SumUY
Sec
MODAL Mode 1.000000 0.016990 0.902 0.000 0.000 0.902 0.000
MODAL Mode 2.000000 0.006162 0.093 0.000 0.000 0.996 0.000
MODAL Mode 3.000000 0.004508 4.471E-03 0.000 0.000 1.000 0.000
Table: Modal Participating Mass Ratios, Part 2 of 3Table: Modal Participating Mass Ratios, Part 2 of 3
OutputCase StepType StepNum SumUZ RX RY RZ SumRX SumRY
MODAL Mode 1.000000 0.000 0.000 0.000 0.000 0.000 0.000
MODAL Mode 2.000000 0.000 0.000 0.000 0.000 0.000 0.000
MODAL Mode 3.000000 0.000 0.000 0.000 0.000 0.000 0.000
Table: Modal Participating Mass Ratios, Part 3 of 3Table: Modal Participating Mass Ratios, Part 3 of 3
OutputCase StepType StepNum SumRZ
MODAL Mode 1.000000 0.000
MODAL Mode 2.000000 0.000
MODAL Mode 3.000000 0.000
Table: Modal Participation Factors, Part 1 of 2Table: Modal Participation Factors, Part 1 of 2
OutputCase StepType StepNum Period UX UY UZ RX RY
Sec Kgf-s2 Kgf-s2 Kgf-s2 Kgf-m-s2 Kgf-m-s2
MODAL Mode 1.000000 0.016990 11.890253 0.000000 0.000000 0.000000 0.000000
MODAL Mode 2.000000 0.006162 3.822922 0.000000 0.000000 0.000000 0.000000
MODAL Mode 3.000000 0.004508 0.837022 0.000000 0.000000 0.000000 0.000000
Table: Modal Participation Factors, Part 2 of 2Table: Modal Participation Factors, Part 2 of 2
OutputCase StepType StepNum RZ ModalMass ModalStiff
Kgf-m-s2 Kgf-m-s2 Kgf-m
MODAL Mode 1.000000 0.000000 1.0000 136762.060
MODAL Mode 2.000000 0.000000 1.0000 1039762.101
MODAL Mode 3.000000 0.000000 1.0000 1942762.141
Table: Modal Periods And FrequenciesTable: Modal Periods And Frequencies
OutputCase StepType StepNum Period Frequency CircFreq Eigenvalue
Sec Cyc/sec rad/sec rad2/sec2
MODAL Mode 1.000000 0.016990 5.8858E+01 3.6981E+02 1.3676E+05
MODAL Mode 2.000000 0.006162 1.6229E+02 1.0197E+03 1.0398E+06
MODAL Mode 3.000000 0.004508 2.2183E+02 1.3938E+03 1.9428E+06