diseÑo de columnas estribadas.xls

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  • 7/24/2019 DISEO DE COLUMNAS ESTRIBADAS.xls

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    DISEO DE COLUMNAS

    COLUMNA - FRAME 1DATOS DE ENTRADA

    CARGA AXIAL kg MOMENTO 2-2 kg*m MOMENTO 3-3 kg*m 210P 4200

    148211.7 958.75 2103.76 ! 4 "m

    DISEO A COMPRESION

    DATOSAg ! #*$ # ! 35

    $ ! 35

    Ag ! 1225

    ! 0.7

    A% ! 11.4388287952&'()(" + , ! A%#*$/

    ( 0.01 , 0.08 O "m' , ! 0.009337819

    A% ! , * # * ! 12.25

    A"': L:;g(! -0.8963963494

    2.16 340

    1 10.1036297108

    > ! 0.858

    28.87 44.76 O

    DISEO FLEXION COMPUESTA

    DATOS958.75 # ! 35

    2103.76 ! 35

    ? ! 0.65

    A"': L:;g(F 0.85*)D

    "*Ag-A%/

    H#!

    !

    H!

    =!

    Hm(;

    !

    ( = *

    = 34 -12M1M2/ O

    H#!

    H!

    !

    Hm(;

    ! >!

    ( > * > 34 -12M1M2/ O

    M>

    !

    M=

    !

    ( M=

    M>

    ( M>

    @ M=

    kx=0.7+0. 05(a+b )

    Mox=Muy ( 1t

    b )1

    +Mux Moy=Mux (

    b

    t)1

    +Muy

    =qf '

    c

    fy

    =

    }

    {

    Pu

    f 'c

    bt=

    Mu

    f 'c

    bt2=

    g=t(2r+dlong)

    t =

    kx=0.85+0.05

    min

    ky=0. 7+0.05(a+b )y

    kalignl=0. 85+0. 05min

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    DISEO DE COLUMNAS

    COLUMNA 2-A FRAME 162

    DATOS DE ENTRADACARGA AXIAL kg MOMENTO 2-2 kg*m MOMENTO 3-3 kg*m 250

    P 4200

    45000 245 321 ! 5 "m

    DISEO A COMPRESION

    DATOSAg ! #*$ # ! 40

    $ ! 60

    Ag ! 2400

    ! 0.7

    A% ! -107.7474249888&'()(" + , ! A%#*$/

    ( 0.01 , 0.08 O "m' , ! -0.04489476

    A% ! , * # * ! 24

    A"': L:;g(! -0.86

    0.763 280

    0.763 11.5470053838

    > ! 0.78815

    19.11 44.32 O

    DISEO FLEXION COMPUESTA

    DATOS245 # ! 35

    321 ! 35

    ? ! 0.65

    A"': L:;g(F 0.85*)D

    "*Ag-A%/

    H#!

    !

    H!

    =!

    Hm(;

    !

    ( = *

    = 34 -12M1M2/ O

    H#!

    H!

    !

    Hm(;

    ! >!

    ( > * > 34 -12M1M2/ O

    M>

    !

    M=

    !

    ( M=

    M>

    ( M>

    @ M=

    kx=0.7+0. 05(a+b )

    Mox=Muy ( 1t

    b )1

    +Mux Moy=Mux (

    b

    t)1

    +Muy

    =qf '

    c

    fy

    =

    }

    {

    Pu

    f 'c

    bt=

    Mu

    f 'c

    bt2=

    g=t(2r+dlong)

    t =

    kx=0.85+0.05

    min

    ky=0. 7+0. 05(a+b)y

    kalignl=0. 85+0. 05min

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    Tabla de Phi/As

    100000 12 4.52 -19.48 100000 12 -7.73

    100000 16 8.04 -15.96 100000 16 -4.21

    100000 20 12.53 -11.47 0.28 20 0.28

    100000 25 19.63 -4.37 7.38 25 7.38

    8.17 32 32.17 8.17 19.92 32 19.92

    8.17 0.28

    32 20