Memoria Eccentric Aa

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Transcript of Memoria Eccentric Aa

  • Designer: Csar Jimnez V.Date : November.2003

    A CJVIssue for Approval Nov.2003

    Date Approved By Approved ByRev Description By Rev.

    FFE Minerals

    PROYECTO : Voisey's Bay Project

    Eccentric Removal Carriage

    Calculation Sheet

  • INDEX

    SUBJECT PAGE

    1.- Objective 1

    2.- Design Basis 12.1.- Materials 12.2.- Basis Load 12.3.- Load Combinations 12.4.- Design Code 12.5.- References 1

    3.- Design3.1.- Design Checkered Floor Plate 23.2.- Design of element that support checkered plate 23.3.- Design removal platform 3

    4.- Checking Element 5

    5.- Deflections 8

    6.- Connections 8

    7.- Total Loads 8

    8.- Approximate Center of Gravity 8

    Annexe

    Input Data 9Structure Model 30Code Check 43Envelope Forces Horizontal Bracing 45Envelope Forces Vertical Bracing 51Envelope Forces Beam W12x19 55Envelope Forces Beam W8x10 63Envelope Forces Beam C5x6.7 66

  • Project : Voisey's Bay Project Sheet : ofSubject : Eccentric Removal Carriage Date : October.2003Designer : C.J.V.

    1.- ObjectiveThe present document will be include the design of the Excentric Removal Carriage for the Voisey's Project.

    2.- Design Basis2.1.- Materials

    Steel Structural shall conform to ASTM A36.

    High Strength Bolt ASTM A325 according Standard Specification for High-Strenght Bolts for Structural Steel Joints.

    Connection threaded excluded of shear plane. Electrode series E480 according with CSA W48.1

    Minimum Thickness :

    - Web of welded shapes or Hot rolled shapes : 4 mm- Flange of welded shapes or Hot rolled shapes : 5 mm- Plate Connection : 5 mm

    2.2.- Basic LoadDead Load (DL)Live Load (LL) 100 psf = 500 kg/m2

    Wind (WL) Do Not AplicableEarthquake (EL)Snow (SL) Do Not Aplicable Impact (IL)Temperature (TL)

    Beam Allowable Deflection = L/300Column Allowable Deflection = H/250Impact Load 25%

    2.3.- Load Combinations

    According to NBC 1995

    - -- DL+LL - DL+2/3EL+TL- DL+2/3EL - DL+LL+2/3EL+TL- DL+TL- DL+LL+2/3EL

    2.4.- Design CodeAISC 1989 (Allowable Stress)NBC 1995

    2.5.- References- Drawing C1136-ME-01-D-01

    DL+LL+TL

    FFE Minerals

    DL

    Cesar Jimenez V1

  • Project : Voisey's Bay Project Sheet : ofSubject : Eccentric Removal Carriage Date : October.2003Designer : C.J.V.

    FFE Minerals

    3.- Design

    3.1.- Design Checkered Floor Plate Fb = 110 Mpa Allowable bending stress

    60 cm 60 cm

    qDL = kg/m2 t = 6mm

    qLL = kg/m2

    For b = 100 cm

    q = 547 kg/m

    M = kg-cm/m Mallow = kg-cm/m ok! = cm allow = cm ok!

    3.2.- Design of element that support the checkered plate

    100 cm

    164 kg 164 kg

    For b = 60 cm Using C5x6,7 d = 127 mm Af = cm2

    b = 47,9 mm Fm = ksiq = 328 kg/m e = 7,9 mm Fm = kg/cm

    2

    Sx = cm3

    M = kg-cm/m M = kg-cm ok! = cm adm = 0,33 cm ok!

    164 kg

    120 cm

    For b = 60 cm Using C5x6,7 d = 127 mm Af = cm2

    b = 47,9 mm Fm = ksie = 7,9 mm Fm = kg/cm

    2

    Sx = cm3

    M = kg-cm ok!M = kg-cm/m = cm adm = 0,4 cm ok!0,004

    47,1500

    2461,950,10

    6600,000,2

    4923,90

    0,00

    1518,0071,77

    108946,9

    3,784135,76

    1518,0071,77

    108946,94103,25

    3,784129,80

    Cesar Jimenez V2

  • Project : Voisey's Bay Project Sheet : ofSubject : Eccentric Removal Carriage Date : October.2003Designer : C.J.V.

    FFE Minerals

    3.3.- Design to Removal platform

    C3x5 (Tip.)

    2270

    L2x2x3/16"

    q = 547 kg/m2 x 0,75 m = kg/m

    227 cm

    466 kg 466 kg

    For b = 75 cm Using C3x5 d = 76,2 mm Af = cm2

    b = 38,1 mm Fm = ksiq = 410 kg/m e = 6,93 mm Fm = kg/cm

    2

    Sx = cm3

    M = kg-cm/m M = kg-cm = cm adm = 0,76 cm ok!

    is Acceptable0,08

    750(TIP.)

    410,25

    2,63686518,29

    1285,6020,32

    26424,72 26123,42

    Cesar Jimenez V3

  • Project : Voisey's Bay Project Sheet : ofSubject : Eccentric Removal Carriage Date : October.2003Designer : C.J.V.

    FFE Minerals

    Design Principal Element

    To design the principal element, the basic load will be:

    Dead Load Hydraulic Cylinder Assy : kgBotton plate and excentric Assy : kg

    Dead Load Design : kg = 1,5*5510 kg

    and dead Load of member and checkered plata.

    Impact Load P = kg 25%

    Live Load q = 500 kg/m2

    Earthquake Load

    Design Base Shear Ve U U = 0,6R

    Ve = v * S * I * F * W

    v = 0,05 Za = 1 Zv = 1 I = 1,0

    Tx = seg < 0,25 segTy = seg < 0,25 seg

    Then S = 3,0 F = 1,3 Considering Soil category 2

    Therefore Ve = 0,20 W R = 2 braced frame with nominal ductility

    V = 0,06 W

    W = DL + LL W = 25,5 ton

    V = 1,49 ton

    Temperature Load T = 40 CTo design of elements there will be use the program RISA 3DW.

    Vmin =

    8265

    2066,25 8265

    55104808

    0,0940,081

    Cesar Jimenez V4

  • Project : Voisey's Bay Project Sheet : ofSubject : Eccentric Removal Carriage Date : October.2003Designer : C.J.V.

    FFE Minerals

    4.- Checking Elements

    Horizontal bracing L2x2x3/16

    P = kg fc = kg/cm2

    Acero : ASTM A 36 Fy = 2530 kg/cm2

    Perfil : L2x2x3/16A = mm2

    rx = mmrv = mm

    kL = mm_ x = mmb = mmt = mm

    kL/r =

    b/e = 8,71 < 12,7

    Q = 1

    Cc = Fc = kg/cm2

    F.U. = 0,58 < 1,33 ok! Usar L2x2x3/16

    Vertical bracing 2x2x3/16

    P = kg fc = kg/cm2 T = kg ft = kg/cm2

    Acero : ASTM A 36 Fy = 2530 kg/cm2 Ft = kg/cm2

    Perfil : L2x2x3/16A = mm2

    rx = mmrv = mm

    kL = mm_ x = mmb = mmt = mm

    kL/r =

    b/e = 8,71 < 12,7

    Q = 1

    Cc = Fc = kg/cm2

    F.U. = 0,45 < 1,33 ok! Usar L2x2x3/16

    3295 714,29

    1518,00

    461,315,67

    2515 545,20

    10980

    13,8651

    4,76

    98,00

    461,315,67

    10

    942,47

    1936 419,68

    980

    13,8651

    4,76

    98,00

    942,47

    128,0

    128,0

    Cesar Jimenez V5

  • Project : Voisey's Bay Project Sheet : ofSubject : Eccentric Removal Carriage Date : October.2003Designer : C.J.V.

    FFE Minerals

    Beams W12x19

    Propiedades Acero : Fy = 2530 kg/cm

    2

    Mx = ton-m V = ton

    N = ton

    h t y A9 102 4 9059 102 304 905

    8,9 291 6 154 1.738

    3.5485,97

    308,9 A = cm2

    y = cm Fy = 36 ksiI = cm4

    S = cm3

    102 rx = cmry = cm

    (b/t) = 5,71 < 65/raiz(Fy) = 10,8 Seccin Compacta(d/t) = 48,8 < 640/raiz(Fy) = 107(h/t) = 51,7 < 760/raiz(Fy) = 127 Lm = 1500 mm > Lc = 1288 mm Fm = 0,6Fy

    Tensiones de Trabajo Segn F1.1 AISC - 89

    Corte Flexin Compresin

    fv = kg/cm2 fm = kg/cm2 fc = kg/cm2

    Tensiones Admisibles

    Corte Compresin(h/t) = 51,7 < 380/raiz(Fy) = 63,3

    Fv = kg/cm2 Fc = 1141 kg/cm2 (Obtenida del programa)

    Flexin

    Lc = min((76b/raiz(Fy));20000/((d/A)Fy)= 50,7 in = cm

    Lm = 150 cm > cm Fm = kg/cm2

    F.U. = 0,9 < 1 ok!

    0,39

    I Ay Ay2

    5.975 4.028 17.924275.567 83.896.321

    12.272.123 268.414 41.456.474

    548.008 125.370.719

    35,5

    6,51 1354,70 10,99

    15,45301,5

    343,212,22

    1012,00

    128,8

    1518128,8

    2,10

    12.284.072

    5.975

    4,650,12

    Cesar Jimenez V6

  • Project : Voisey's Bay Project Sheet : ofSubject : Eccentric Removal Carriage Date : October.2003Designer : C.J.V.

    FFE Minerals

    Beams W8x10

    Propiedades Acero : Fy = 2530 kg/cm

    2

    Mx = ton-m V = ton

    N = ton

    h t y A5 100 3 5205 100 198 520

    5,2 190 4 100 817

    1.8574,3

    200,4 A = cm2

    y = cm Fy = 36 ksiI = cm4

    S = cm3

    100 rx = cmry = cm

    (b/t) = 9,62 < 65/raiz(Fy) = 10,8 Seccin Compacta(d/t) = 44,2 < 640/raiz(Fy) = 107(h/t) = 46,6 < 760/raiz(Fy) = 127 Lm = 1120 mm < Lc = 1267 mm Fm = 0,66Fy

    Tensiones de Trabajo Segn F1.1 AISC - 89

    Corte Flexin Compresin

    fv = kg/cm2 fm = kg/cm2 fc = kg/cm2

    Tensiones Admisibles

    Corte Compresin(h/t) = 46,6 < 380/raiz(Fy) = 63,3

    Fv = kg/cm2 Fc = 1274 kg/cm2 (Obtenida del programa)

    Flexin

    Lc = min((76b/raiz(Fy));20000/((d/A)Fy)= 49,9 in = cm

    Lm = 112 cm < cm Fm = kg/cm2

    F.U. = 0,7 < 1 ok!

    Beams C5x6,7

    Using C5x6,7 d = 127 mm Af = cm2

    b = 47,9 mm Fm = ksiL = 122 cm e = 7,9 mm Fm = kg/cm

    2

    Sx = cm3

    M = kg-cm ok!M = kg-cm/m = cm adm = cm ok!

    1,340,181,25

    I Ay Ay2

    1.172 1.352 3.5151.172 102.856 20.344.917

    2.457.808 81.863 8.202.713

    2.460.152 186.071 28.551.145

    18,610,0

    1236,7123,4

    8,162,16

    20,89 1085,70 67,31

    1012,00

    3,7841

    0,980 1,33

    29,311260,00

    71,7790430,2

    126,7

    1669,8126,7

    56498,00

    Cesar Jimenez V7

  • Project : Voisey's Bay Project Sheet : ofSubject : Eccentric Removal Carriage Date : October.2003Designer : C.J.V.

    FFE Minerals

    Columns W8x10

    P = kg ft = kg/cm2 Ft = kg/cm2 ok!

    5.- Deflections

    Vertical : 1,06 cm ok!

    Horizontal : 0,08 cm ok!

    6.- Connections

    Columns W8x10

    F = kg Use 4 3/4" F = Ton ok!

    Beam W12x22

    F = kg Use 6 3/4" F = Ton ok!Beam W8x10

    F = kg Use 4 3/4" F = Ton ok!Beam C6x8,2

    F = kg Use 2 5/8" F = Ton ok!7.- Total Loads

    kgkgkgkg

    8.- Approximate Center of gravity

    - Dead Load without Bottom plate & eccentric assemblies

    X = cmY = cmZ = cm

    4000 - Dead Load without Bottom plate & eccentric assemblies + Live Load

    Y X = cmY = cmZ = cm

    3900 X

    79,4

    200,0032,62

    185,70197,30

    30.910

    Carriage LoadBottom Plate & Ecce