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    Tank Shell Design: API 650 12th Edition Eqpt: TK-02 One Foot Method

    Uploaded by

    Maurizio Falconieri
    This document provides information for designing the shell and supported roof of a tank. It includes design conditions, dimensions, material properties, and calculations to determine the required thicknesses for the shell courses and roof plate, as well as selecting the appropriate rafter and beam sections. The thickness calculations consider factors like internal pressure, specific gravity, corrosion allowance, and allowable stresses. The rafter and beam selections are based on spacing requirements, bending moments, and supported load.

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    © All Rights Reserved
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    Tank Shell Design: API 650 12th Edition Eqpt: TK-02 One Foot Method

    Uploaded by

    Maurizio Falconieri
    73 views3 pages
    This document provides information for designing the shell and supported roof of a tank. It includes design conditions, dimensions, material properties, and calculations to determine the required thicknesses for the shell courses and roof plate, as well as selecting the appropriate rafter and beam sections. The thickness calculations consider factors like internal pressure, specific gravity, corrosion allowance, and allowable stresses. The rafter and beam selections are based on spacing requirements, bending moments, and supported load.

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    CALCOLI API650-2

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    This document provides information for designing the shell and supported roof of a tank. It includes design conditions, dimensions, material properties, and calculations to determine the required thicknesses for the shell courses and roof plate, as well as selecting the appropriate rafter and beam sections. The thickness calculations consider factors like internal pressure, specific gravity, corrosion allowance, and allowable stresses. The rafter and beam selections are based on spacing requirements, bending moments, and supported load.

    Copyright:

    © All Rights Reserved
    Download as PDF, TXT or read online from Scribd
    Download as pdf or txt
    73 views3 pages

    Tank Shell Design: API 650 12th Edition Eqpt: TK-02 One Foot Method

    Uploaded by

    Maurizio Falconieri
    This document provides information for designing the shell and supported roof of a tank. It includes design conditions, dimensions, material properties, and calculations to determine the required thicknesses for the shell courses and roof plate, as well as selecting the appropriate rafter and beam sections. The thickness calculations consider factors like internal pressure, specific gravity, corrosion allowance, and allowable stresses. The rafter and beam selections are based on spacing requirements, bending moments, and supported load.

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    © All Rights Reserved
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    At a glance
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    This document analyzes the design of an API 650 above ground storage tank including calculations for shell and roof thickness.

    The tank design is for a vertical cylindrical shell tank with a conical roof supported by rafters and columns.

    The shell thickness calculation considers parameters like internal pressure, specific gravity, maximum liquid level, corrosion allowance and material properties like yield strength.

    Tank Shell Design Page 1 of 1

    API 650 12th Edition


    Eqpt: TK-02 One Foot Method

    1 Design Conditions
    2 105 T [ºC] - Design Temperature Annex M
    3 0,000 Pi [KPa] - Internal pressure
    3 0,25 Pe [KPa] - External pressure
    4 0,936 G [dless] - Specific gravity
    5 16,160 HLL [m] - Maximum Liquid level
    6 3,0 CA [mm] - Corrosion Allowance

    7 Dimensions:
    8 57,950 D [m] - inside diameter
    9 58,002 Do [m] - outside diameter
    10 17,070 H [m] - total tank height
    11 2,000 Sh [m] - shell course height
    12 9 n [dless] - number of shell courses

    13 Material and Conditions:


    14 S355 Material
    15 345 Sy [MPa] - yield strength
    16 186,3 Sd [MPa] - allowable stress x design Annex M
    17 201 St [MPa] - allowable stress x test

    18 Required Thickness: section 5.6.3.2

    19 td1 [mm] = [4,9*D*(HLL-0,3)*G / Sd] + CA ~~ shell thk x design = 25,63


    20 tt1 [mm] = [4,9*D*(HLL-0,3) / St] ~~ shell thk x test = 22,41
    21 mt [mm] = Minimum thickness ~~ section 5.6.1.1 = 8
    22 ut [mm] = Mill under tolerance ~~ section 2.2.1.2.3 = 0,25
    23 Tmax1 [mm] = Max(td1,tt1,mt)~~ required minimum thickness Max(25,63;22,41;8) = 25,63

    Sh HLL td tt mt Tmax nom thk ut


    24 Shell Course Check
    [m] [m] [mm] [mm] [mm] [mm] [mm] [mm]
    25 1 2,00 16,16 25,63 22,41 8,00 25,63 26 0,25 Ok
    26 2 2,00 14,16 22,77 19,58 8,00 22,77 24 0,25 Ok
    27 3 2,00 12,16 19,92 16,75 8,00 19,92 21 0,25 Ok
    28 4 2,00 10,16 17,07 13,93 8,00 17,07 18 0,25 Ok
    29 5 2,00 8,16 14,21 11,10 8,00 14,21 15 0,25 Ok
    30 6 2,00 6,16 11,36 8,28 8,00 11,36 12 0,25 Ok
    31 7 2,00 4,16 8,51 5,45 8,00 8,51 9 0,25 Ok
    32 8 2,00 2,16 5,65 2,63 8,00 8,00 8 0,25 Ok
    33 9 1,07 0,16 2,80 -0,20 8,00 8,00 8 0,25 Ok
    34 10 0,00 0,00 0,00 0,00 0,00 0,00 0 0,00 Ok
    35 11 0,00 0,00 0,00 0,00 0,00 0,00 0 0,00 Ok
    36 12 0,00 0,00 0,00 0,00 0,00 0,00 0 0,00 Ok

    Tmax provides a worst case required thickness for shell analysis


    This sheet will not calculate thick walled tanks
    This sheet cannot be used to check for allowable exterior pressure loads.
    This sheet is for educational use only - use at your own risk.
    Tank Design Page 2 of 3

    API 650 12th Edition


    Eqpt: TK-02 Supported Roof Design - Cone with columns

    1 Design Conditions
    2 65 T [ºC] - Design Temperature
    3 0.25 Pi [KPa] - Internal pressure
    4 0.50 Pe [KPa] - External pressure
    5 0.832 G [-] - Specific gravity
    6 2.89 B [kPa] - Roof design Load
    7 3.0 CAr [mm] - Roof Corrosion Allow.

    8 Dimensions:
    9 32.0 D [m] - nominal diameter
    10 9.5  [º] - cone roof angle
    11 2.7 h [m] - roof height
    12 18.0 H [m] - total tank height
    13 815.0 A [m2] - roof developed area

    14 Material and Conditions:


    15 A131M A Roof plate material
    16 8.0 t [mm] - roof plate nominal thk
    17 5.0 tc [mm] - roof plate corroded thk
    18 235 Fy [MPa] - roof plate yield strength

    19 A36 Rafters / Beams material A106 Gr.B Columns / Pipe material


    20 250 Fpy [MPa] - profiles yield strength 250 Fcy [MPa] - profiles yield strength

    21 Rafters: Length and Number Required: 5.10.4.4


    22 b [mm] = tc * √(1.5 Fy / B) ~~ roof plates spacing (5.10.4.4) = 1,746
    23 bmax [mm] = maximum spacing as per code~~ (5.10.4.4) = 2,100
    24 breq [mm] = Min (b, bmax)~~ required spacing = 1,746
    Rafter 3 Rafter 2 Rafter 1
    25 RL [m] = Rafter length adopted ~~ see Study Notes = 6 6 6
    26 RD [m] = External diameter of rafters ~~ (see Study Notes) = 10.0 21.0 32.0
    27  [deg] = 2 * arcsine (breq / D)~~ angle between rafters (see Study Notes) = 20.1 9.5 6.3

    28 Nr [dless] = 360° / ~~ number of rafters on each ring (see Study Notes) = 18 38 58

    29 Section Required: Rafter 3 Rafter 2 Rafter 1

    30 P [dless] = profile selected for rafters UPN 120 UPN 140 UPN 140
    31 Zc [cm3] = selected profile Section Modulus = 60.7 86.4 86.4
    32 Wp [KN/m] = selected profile Weight = 0.131 0.157 0.157
    33 Ma [KNm] = 0.6*Fpy * Zc~~ allowable bending moment = 9.2 13.0 13.0
    34 Ms [KNm] = w * RL2 / 12 ~~ bending moment at supports = 7.6 10.6 11.9
    35 w [KN/m] = Wp + Wl + Wr~~ rafters design load = 2.5 3.5 4.0
    36 Wl + Wr [KN/m] = B * As / RL~~ roof live load + roof plates load = 2.4 3.4 3.8
    37 As [m ] = An / Nb~~ area to be supported by each rafter
    2
    = 5.0 7.0 7.9
    38 An [m2] = A1, A2, A2~~ roof area per ring section - conical trunk area = 89.7 267.7 457.7

    39 Check Ma = Ms ≤ Ma = OK OK OK
    Page 3 of 3

    1 Intermediate Rings: Beams, Length and Section Required:5.10.4.4 Beam 2 Beam 1

    2 BL [m] = Beam length adopted ~~ see Study Notes = 6 6


    3 BD [m] = Diameter of intermediate rings required ~~ (see Study Notes) = 10 21
    4  [deg] = 2 * arcsine (BL / BD)~~ angle of one beam (see Study Notes) = 66.7 30.4

    5 Nb [dless] = 360° / ~~ number of beams in one polygon (see Study Notes) = 6 12

    6 Section Required: Beam 2 Beam 1

    7 P [dless] = profile selected for beams UPN 240 UPN 220


    8 Zc [cm3] = selected profile Section Modulus = 300.0 245.0
    9 Wp [KN/m] = selected profile Weight = 0.325 0.288
    10 Ma [KNm] = 0.6*Fpy * Zc~~ allowable bending moment = 45.0 36.8
    11 Ms [KNm] = wv * RL2 / 12 ~~ bending moment at supports = 43.1 34.9
    12 wv [KN/m] = (w*RL*Nrb / 2 BL) + Wp * BL~~ beams design load = 14.4 11.6
    13 Nrb [dless] = Nr / Nb~~ number of rafters on a single beam = 7.0 5.0

    14 Check Ma = Ms ≤ Ma = OK OK

    15 Columns: Number and Section Required: 5.10.4.4 Central Column 2 Column 1

    16 Nrc [dless] = Nr of columns required~~ equal to number of beams = 1 6 12


    17 CL [m] = Columns length~~ as per tank configuration = 20.7 19.8 18.9
    18 r [mm] = CL / 180~~ radius of gyration = 114.9 110.2 105.1

    19 P [dless] = profile selected for columns - Pipe 14" SCH20 12" SCH20 12" SCH20

    20 rp [m] = profile radius of gyration = 123.0 112.0 112.0


    21 ap [mm2] = profile area available = 8,090 5,890 5,890
    2 2
    22 a [mm2] = P * (1 + C (CL / rp ) / Sf ~~ area required (see Study Notes) = 2,810 1,893 1,442
    23 P [KN] = wv * BL~~ compression load on the column = 136.7 86.3 69.7
    24 Sf [MPa] = 0.5 * Fcy~~ allowable compression stress = 125.0 125.0 125.0
    25 C [dless] = 1 / 18000~~ buckling coeficient (see Study Notes) = 0.00006 0.00006 0.00006

    26 Check r = r ≤ rp = OK OK OK

    27 Check a = a ≤ ap = OK OK OK

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