COMPRESION BIAXIAL

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    el siguiente programa es compresion biaxial de columnas rectangulares

    datos de entrada

    b=   40 cm

    h=   70 cm

    n# v ejex=   3

    n# v ejey=   4

    re=   5 cm e=   1 cm

    armado   10 2.5 49.09 area unit 4.91

    f"c=   280

    fy=   4200

    θ=   43

    solucion

    sx=   12.75   sy=   18.5

    XA(b/2,h/2)   20 35

    X(!b/2,!h/2)   -20 -35 XA   38.50

    X   -38.50

    hr   76.99

    dr   66.74

    cbr   40.04

    xi yi xi yi

    xi   -12.75   yi   27.75 9.60 28.99

    xi2   0   yi2   27.75 18.93 20.30

    xi$   12.75   yi$   27.75 28.25 11.60

    xi%   -12.75   yi%   9.25 -3.02 15.46

    xi&   12.75   yi&   9.25 15.63 -1.93

    xi'   -12.75   yi'   -9.25 -15.63 1.93

    xi   12.75   yi   -9.25 3.02 -15.46

    xi   -12.75   yi   -27.75 -28.25 -11.60

    xi*   0   yi*   -27.75 -18.93 -20.30

    xi+   12.75   yi+   -27.75 -9.60 -28.99

    X=   5.02   -=   18.08

    .=   0.85   A=   34.04

    A0A 01034A 50 678397: 78;38357

    C!"!#

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    $%C& '()#

    (1# ecuacion 0.73 * + 0.68

    (2# -20

    (3# 35

    (4# 20

    ,&"! x /

    ,1# -20 35

    ,2# 20 35

    -20 27.99

    20 -14.91

    123

    -20.00 35.00

     12 20.00 35.00  -840.29 - -20.00 27.99

    -20.00 35.00

    234

    20.00 35.00

     12 -20.00 27.99  1557.89 -

    20.00 -14.91

    20.00 35.00

    xc 5.02

    /c 18.08

    %C 1138.47

    Cc 270.96 $ (C$" ,$ C",(%&$ !&"$!

    ,3#(1(2

    ,4#(1(4

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    deformaciones 1i 0   7.49%-05   0i   11.15   0s   8.35%-04   fs   1753.90

    >i2   20.47   0s2   1.53%-03   fs2   3220.91

    >i$   29.80   0s$   2.23%-03   fs$   4687.93

    >i%   -1.47   0s%   -1.10%-04   fs%   -231.06

    >i&   17.18   0s&   1.29%-03   fs&   2702.97

    >i'   -14.09   0s'   -1.06%-03   fs'   -2216.02

    >i   4.56   0s   3.42%-04   fs   718.01

    >i   -26.70   0s   -2.00%-03   fs   -4200.98

    >i*   -17.38   0s*   -1.30%-03   fs*   -2733.97

    >i+   -8.05   0s+   -6.03%-04   fs+   -1266.95

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       4.46

    xc1 -6.67

    -559.71    !%+?2*   /c1 32.66

    xc2 6.67

    -438.47    **?   /c2 16.03

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    <   * 

    &$?*+   

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     

    -1.10

    0.00

    2.63

    0.14

    1.69

    1.39

    0.45

    2.63

    0.00

    -0.79

    13.61

    20.65

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    el siguiente programa es compresion biaxial de columnas rectangulares

    datos de entrada

    b=   50 cm

    h=   80 cm

    n# v ejex=   4

    n# v ejey=   4

    re=   5 cm e=   1 cm

    armado   12 2.5 58.90 area unit 4.91

    f"c=   280

    fy=   4200

    θ=   25

    solucion

    sx=   11.83   sy=   21.83

    XA(b/2,h/2)   25 40

    X(!b/2,!h/2)   -25 -40 XA   39.56

    X   -39.56

    hr   79.12

    dr   68.87 ericar

    cbr   41.32

    xi yi xi yi

    xi   -17.75   yi   32.75 -2.25 37.18

    xi2   -5.92   yi2   32.75 8.48 32.18

    xi$   5.92   yi$   32.75 19.20 27.18

    xi%   17.75   yi%   32.75 29.93 22.18

    xi&   -17.75   yi&   10.92 -11.47 17.40

    xi'   17.75   yi'   10.92 20.70 2.39

    xi   -17.75   yi   -10.92 -20.70 -2.39

    xi   17.75   yi   -10.92 11.47 -17.40

    xi*   -17.75   yi*   -32.75 -29.93 -22.18

    xi+   -5.92   yi+   -32.75 -19.20 -27.18

    xi   5.92   yi   -32.75 -8.48 -32.18

    xi2   17.75   yi2   -32.75 2.25 -37.18

    X=   12.06   -=   12.37

    .=   0.85   A=   35.12

    A0A 01034A 50 678397: 78;38357

    C!"!#

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    $%C& '()#

    (1# ecuacion 0.91 * + 0.42

    (2# 25

    (3# -40

    (4# 40

    ,&"! x /

    ,1#(1(4 -13.76 40

    ,2# 25 40

    23.55 -40.00

    ,4# 25 -40.00

    123

    -13.76 40.00

     12 25.00 40.00  -608.27 - 23.55 -40.00

    -13.76 40.00

    234

    25.00 40.00

     12 23.55 -40.00  -941.96 -

    25.00 -40.00

    25.00 40.00

    xc 12.06

    /c 12.37

    %C 1608.27

    Cc 382.77 $ (C$" ,$ C",(%&$ !&"$!

    ,3#(1(3

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    deformaciones 1i 0   0.0001   0i   -0.49   0s   0.0000   fs   -74.03

    >i2   10.24   0s2   0.0007   fs2   1561.02

    >i$   20.96   0s$   0.0015   fs$   3196.07

    >i%   31.69   0s%   0.0023   fs%   4831.12

    >i&   -9.71   0s&   -0.0007   fs&   -1480.77

    >i'   22.46   0s'   0.0016   fs'   3424.37

    >i   -18.94   0s   -0.0014   fs   -2887.52

    >i   13.23   0s   0.0010   fs   2017.62

    >i*   -28.17   0s*   -0.0020   fs*   -4294.27

    >i+   -17.44   0s+   -0.0013   fs+   -2659.22

    >i   -6.72   0s   -0.0005   fs   -1024.17

    >i2   4.01   0s2   0.0003   fs2   610.88

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       4.44

    xc1 11.60

    2492.18    !&&+?2$   /c1 13.33

    xc2 24.52

    -1058.04    &?+%   /c2 -13.33

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    <   * 

    !%?+$   

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     

    0.06

    -0.45

    0.93

    3.66

    1.29

    2.98

    2.52

    1.76

    3.66

    0.77

    -0.30

    0.53

    46.18

    63.59

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    el siguiente programa es compresion biaxial de columnas rectangulares

    datos de entrada

    b=   50 cm

    h=   80 cm

    n# v ejex=   4

    n# v ejey=   4

    re=   5 cm e=   1 cm

    armado   12 2.5 58.90 area unit 4.91

    f"c=   280

    fy=   4200

    θ=   25

    solucion

    sx=   11.83   sy=   21.83

    XA(b/2,h/2)   25 40

    X(!b/2,!h/2)   -25 -40 XA   39.56

    X   -39.56

    hr   79.12

    dr   68.87 ericar

    cbr   49.59

    xi yi xi yi

    xi   -17.75   yi   32.75 -2.25 37.18

    xi2   -5.92   yi2   32.75 8.48 32.18

    xi$   5.92   yi$   32.75 19.20 27.18

    xi%   17.75   yi%   32.75 29.93 22.18

    xi&   -17.75   yi&   10.92 -11.47 17.40

    xi'   17.75   yi'   10.92 20.70 2.39

    xi   -17.75   yi   -10.92 -20.70 -2.39

    xi   17.75   yi   -10.92 11.47 -17.40

    xi*   -17.75   yi*   -32.75 -29.93 -22.18

    xi+   -5.92   yi+   -32.75 -19.20 -27.18

    xi   5.92   yi   -32.75 -8.48 -32.18

    xi2   17.75   yi2   -32.75 2.25 -37.18

    X=   8.99   -=   8.93

    .=   0.85   A=   42.15

    A0A 01034A 50 678397: 78;38357

    C!"!#

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    $%C& '()#

    (1# ecuacion 0.91 * + 0.42

    (2# 25

    (3# -40

    (4# 40

    ,&"! x /

    ,1#(1(4 -21.51 40

    ,2# 25 40

    15.80 -40.00

    ,4# 25 -40.00

    123

    -21.51 40.00

     12 25.00 40.00  -1228.37 - 15.80 -40.00

    -21.51 40.00

    234

    25.00 40.00

     12 15.80 -40.00  -631.91 -

    25.00 -40.00

    25.00 40.00

    xc 8.99

    /c 8.93

    %C 2228.37

    Cc 530.35 $ (C$" ,$ C",(%&$ !&"$!

    ,3#(1(3

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    deformaciones 1i 0   6.05%-05   0i   7.78   0s   4.71%-04   fs   988.31

    >i2   18.50   0s2   0.0011   fs2   2350.85

    >i$   29.23   0s$   0.0018   fs$   3713.39